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Home My WebLink AboutPlato Lee Retail Substation - Att_2_Soils_and_Geotechnical_Reports REPORT COVER PAGE Geotechnical Engineering Report Plato Lee Retail Substation Shelby, Cleveland County, North Carolina March 12, 2018 Terracon Project No. 71185014 Prepared for: Duke Energy Charlotte, North Carolina Prepared by: Terracon Consultants, Inc. Charlotte, North Carolina Responsive ■ Resourceful ■ Reliable REPORT TOPICS REPORT TOPICS REPORT SUMMARY ....................................................................................................... i INTRODUCTION ............................................................................................................. 1 SITE CONDITIONS ......................................................................................................... 1 PROJECT DESCRIPTION .............................................................................................. 2 GEOTECHNICAL CHARACTERIZATION ...................................................................... 2 GEOTECHNICAL OVERVIEW ....................................................................................... 4 EARTHWORK ................................................................................................................ 5 SHALLOW FOUNDATIONS ........................................................................................... 9 DEEP FOUNDATIONS ................................................................................................. 10 SEISMIC CONSIDERATIONS ...................................................................................... 15 INFILTRATION TESTING ............................................................................................. 15 EARTH RESISTIVITY AN ALYSIS ................................................................................ 16 SLOPE STABILITY ....................................................................................................... 17 GENERAL COMMENTS ............................................................................................... 17 ATTACHMENTS SITE LOCATION AND EXPLORATION PLANS EXPLORATION PROCEDURES AND RESULTS SUPPORTING INFORMATION Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable i REPORT SUMMARY A geotechnical investigation been performed for the proposed Plato Lee Retail Substation located in the southeast quadrant of the intersection of Plato Lee Road and Washburn Switch Road (SR 1313) in Shelby, North Carolina. A total of 11 soil test borings, designated B-01 through B-11, were performed at this site to depths of approximately 5 to 40 feet below the existing surface elevations. Based on the information obtained from our subsurface exploration, the site can be developed for the proposed project. The following geotechnical considerations were identified:  Based on the client’s request, general design parameters for shallow and deep foundations are provided for the proposed substation at this site.  Electrical resistivity parameters are provided for the site.  Elastic silts and fat clays were identified in the borings. These soils can be moisture sensitive and difficult to work. Difficulties can include softening of exposed subgrade soils, excessive rutting or deflection under construction traffic, and the inability to adequately dry and compact wet soil. Elastic silts and fat clays should not be used as structural fill within 5 feet of the proposed substation pad elevation.  The existing residual soils encountered in our borings, with the exception of the elastic silts and fat clays, appear suitable for re-use as engineered fill.  The residual soils encountered at the boring locations may be excavated with conventional construction equipment, such as bulldozers, backhoes, and trackhoes. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled General Comments should be read for an understanding of the report limitations. Responsive ■ Resourceful ■ Reliable 1 INTRODUCTION Geotechnical Engineering Report Plato Lee Retail Substation Plato Lee Road Shelby, Cleveland County, North Carolina Terracon Project No. 71185014 March 12, 2018 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Plato Lee Retail Substation located in the southeast quadrant of the intersection of Plato Lee Road and Washburn Switch Road (SR 1313) in Shelby, North Carolina. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: ■ Subsurface soil conditions ■ Foundation design and construction ■ Groundwater conditions ■ Electrical resistivity ■ Earthwork and excavations The geotechnical engineering scope of services for this project included the advancement of 11 soil test borings, designated B-01 through B-11, to depths ranging from approximately 5 to 40 feet below existing site grades. Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in the Exploration Procedures and Results section of this report. SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps. Item Description Parcel Information The site is located in the southeast quadrant of the intersection of Plato Lee Road and Washburn Switch Road (SR 1313) in Shelby, North Carolina. The substation will include portions of Parcel Numbers 48488 and 71487. See Site Location Existing Improvements The site is currently an undeveloped pastureland site. Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 2 Item Description Current Ground Cover Grass and light vegetation. Existing Topography Based on preliminary site plan provided by Duke Energy to Terracon, the site is generally dipping to the southeast with elevations ranging from approximately elevation 939 feet to approximately elevation 919 feet. Geology See Geology PROJECT DESCRIPTION Our understanding of the project conditions is as follows: Item Description Information Provided A preliminary site plan with proposed structure locations and requested boring locations was provided by Duke Energy to Terracon via email January 24, 2018. Project Description A new substation is proposed. Proposed Structures The proposed structures are new transformers and A-frame structures that will be supported on either shallow or deep foundations. Proposed Substation Pad Elevation Elevation 932 feet Maximum Loads Oil-filled transformer with approximately 2.5 ksf service load Grading/Slopes Cuts and fills up to about 7 feet are anticipated Free-Standing Retaining Walls None Below Grade Areas None Pavements None GEOTECHNICAL CHARACTERIZATION Geology The project site is located in the Piedmont Physiographic Province, an area underlain by ancient igneous and metamorphic rocks. The residual soils in this area are the product of in-place chemical weathering of rock. The typical residual soil profile consists of clayey soils near the surface where soil weathering is more advanced, underlain by sandy silts and silty sands that generally become harder with depth to the top of parent bedrock. Alluvial soils are typically present within floodplain areas along creeks and rivers in the Piedmont. According to the 1985 Geologic Map of North Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 3 Carolina, the site is within the Inner Piedmont Belt. The bedrock underlying the site generally consists of Mica Schist. The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone termed “partially weathered rock” is normally found overlying the parent bedrock. Partially weathered rock (PWR) is defined for engineering purposes as residual material with a standard penetration test resistance exceeding 100 blows per foot. The transition between hard/dense residual soils and partially weathered rock occurs at irregular depths due to variations in degree of weathering. Groundwater is typically present in fractures within the partially weathered rock or underlying bedrock in upland areas of the Piedmont. Fluctuations in groundwater levels on the order of 2 to 4 feet are typical in residual soils and partially weathered rock in the Piedmont, depending on variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater levels are expected to occur during or just after the typically cooler months of the year (November through April). Subsurface Profile Eleven borings were performed at this site. Fill was not encountered at any boring location. Partially weathered rock (PWR) was encountered in boring B-07 at a depth of 22.5 feet; PWR was not encountered at any other boring location. Auger refusal was not encountered at any boring location. Conditions encountered at each boring location are indicated on the individual boring logs shown in the Exploration Results section and are attached to this report. Stratification boundaries on the boring logs represent the approximate location of changes in native soil types; in situ, the transition between materials may be gradual. Groundwater Conditions The boreholes were observed while drilling and after completion for the presence and level of groundwater. Groundwater observations were also performed at some locations 24-hours after drilling. The groundwater observations are as summarized in the table below. Boring Depth to Groundwater 1 (feet) While Drilling At Drilling Completion At 24 Hours B-01 Dry Dry Not Observed B-02 Dry Dry Not Observed B-03 24.0 Dry Dry B-04 Dry Dry Not Observed B-05 28.5 32.4 29.0 Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 4 Boring Depth to Groundwater 1 (feet) While Drilling At Drilling Completion At 24 Hours B-06 28.5 28.2 27.1 B-07 Dry Dry Not Observed B-08 Dry Dry 21.0 B-09 23.0 24.5 22.3 B-10 20.0 21.2 19.5 B-11 Dry Dry Not Observed 1. Depths referenced from ground surface at time of drilling Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. GEOTECHNICAL OVERVIEW The most significant geotechnical concern for this site are the elastic silts and fat clays that were encountered in the site borings. These soils may be difficult to work as they are moisture sensitive. Difficulties in working with these soils may include softening of exposed subgrade soils, excessive rutting or deflection under construction traffic, and the inability to adequately dry and compact wet soil. The elastic silts and fat clays encountered in the borings extended to depths of up to 5 feet, but thicker layers may be encountered during construction in areas not explored in this investigation. Elastic silts and fat clays should not be used as structural will within 5 feet of the proposed substation pad elevation. If elastic silts or fat clays are encountered at bearing elevations, and the soils are stable, they can remain. If unstable elastic silts or fat clays are encountered at bearing elevations, we recommend undercutting and replacing the unstable soils with engineered fill. With the exception of the elastic silts and fat clays, the existing residual soils encountered in our borings appear to be suitable for re-use as engineered fill. Based on the results of our subsurface exploration, it is our opinion that the proposed structures may be supported on a conventional mat slab or continuous strip footings with a net allowable bearing pressure of 2,500 psf. An increase of 50 percent for seismic and other short-term loading can be applied to the allowable bearing pressure. The General Comments section provides an understanding of the report limitations. Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 5 EARTHWORK Earthwork will include clearing and grubbing, excavations and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria as necessary to render the site in the state considered in our geotechnical engineering evaluation for foundations. Site Preparation Prior to placing fill, existing vegetation, topsoil, and any otherwise unsuitable material should be removed from the construction areas. The exposed subgrade soils in areas to receive fill or at the subgrade elevation in cut areas should be proof-rolled to detect soft or loose soils and other unsuitable materials that may be present. Proof-rolling in the proposed building areas should be performed with a moderately loaded, tandem axle dump truck or similar pneumatic -tired construction equipment weighting approximately 10 to 15 tons. A Terracon representative should observe this operation to aid in delineating unstable soil areas. Proof-rolling should be performed after a suitable period of dry weather to avoid degrading an otherwise acceptable subgrade. Soils that continue to rut or deflect excessively under the proof-rolling operations should be remediated as recommended by the geotechnical engineer. Elastic silts and fat clays were encountered in the site borings. These soils may be difficult to work as they are moisture sensitive. Difficulties in working with these soils may include softening of exposed subgrade soils, excessive rutting or deflection under construction traffic, and the inability to adequately dry and compact wet soil. The elastic silts and fat clays encountered in the borings extended to depths of up to 5 feet, but thicker layers may be encountered during construction in areas not explored in this investigation. Elastic silts and fat clays should not be used as structural will within 5 feet of the proposed substation pad elevation. If elastic silts or fat clays are encountered at bearing elevations, and the soils are stable, they can remain. If unstable elastic silts or fat clays are encountered at bearing elevations, we recommend undercutting and replacing the unstable soils with engineered fill. Some undercutting should be anticipated if site work is performed during seasons of high precipitation. If subgrade soils are unsuitable, they will require removal and replacement; however, if they are unstable due to excessive moisture, the most economical solution for remediation may be to scarify, dry, and recompact the material. This remediation is most effective during the typically hotter months of the year (May to October). If construction is performed during the cooler period of the year, the timeline for scarifying, drying, and recompacting typically increases considerably and may lead to alternative remediation solutions. These solutions can include overexcavation of some or all of the unstable material to be backfilled with either approved engineered fill or Aggregate Base Course (ABC) stone. Potential undercutting can be reduced if the site preparation work is performed during a period of dry weather and if construction traffic is kept to a minimum Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 6 on prepared subgrades. We recommend that the contractor submit a unit rate cost for undercutting as part of the bidding process. Fill Material Types Fill required to achieve design grade should be classified as structural fill and general fill. Structural fill is material used below, or within 10 feet of structures or constructed slopes. General fill is material used to achieve grade outside of these areas. With the exception of topsoil and elastic silts, the existing fill and residual soils encountered in our borings appear to be suitable for re-use as structural fill. Earthen materials used for structural and general fill should meet the following material property requirements: Soil Type 1 USCS Classification Acceptable Location for Placement On-site Low Plasticity Soils ML and SM (LL < 50 & PI < 20) All locations and elevations On-site High Plasticity Soils MH, CH (LL > 50, PI > 20) At depths greater than 5 feet below the proposed substation pad elevation Non-structural areas Imported Low Plasticity Soils ML, CL, SC, SM, SW (LL < 50 & PI < 20 with a minimum 15% passing No. 200 sieve) All locations and elevations 1. Structural and general fill should consist of approved materials 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 p rior to use on this site. Fill Compaction Requirements We recommend that structural fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. Structural and general fill should meet the following compaction requirements: Item Structural Fill General Fill Maximum Lift Thickness 8 to 10 inches or less in loose thickness when heavy, self-propelled compaction equipment is used 4 to 6 inches in loose thickness when hand- guided equipment (i.e. jumping jack or plate compactor) is used Same as structural fill Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 7 Item Structural Fill General Fill Minimum Compaction Requirements 1, 2, 3 100% of max. within 1 foot of finished grade in structural areas 95% of max. more than 1 foot below finished grade in structural areas 95% of max. Water Content Range1 Within 3% of optimum moisture content As required to achieve min. compaction requirements 1. Maximum density and optimum water content as determined by the standard Proctor test (ASTM D 698). 2. High plasticity cohesive fill should not be compacted to more than 100 percent of standard Proctor maximum dry density. 3. If the granular material is a coarse sand or gravel, or of a uniform size, or has a low fines content, compaction comparison to relative density may be more appropriate. In this case, granular materials should be compacted to at least 80% relative density (ASTM D 4253 and D 4254). Grading and Drainage All grades must provide effective drainage away from the substation during and after construction and should be maintained throughout the life of the structure. Exposed ground should be sloped and maintained at a minimum 5 percent away from the structure for at least 10 feet beyond the perimeter of the structure. After the structure is constructed, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted as necessary as part of the structure’s maintenance program. Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of structures within the substation are recommended. 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. Excavations The residual soils encountered at the boring locations may be excavated with conventional construction equipment, such as bulldozers, backhoes, and trackhoes. Partially weathered rock (PWR) was encountered in boring B-07 at a depth of 22.5 feet. Based on the preliminary site plan provided and our knowledge of the site, we do not anticipate that PWR / rock will be problematic in the proposed excavations. As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or state regulations. Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 8 Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred. Earthwork Construction Considerations Unstable subgrade conditions could develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. The development of unstable subgrade conditions will necessitate stabilization measures. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of on-grade slabs. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also 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 prior to on-grade slab and pavement construction. Construction Observation and Testing The earthwork efforts should be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of vegetation and top soil, proof- rolling and mitigation of areas delineated by the proof-roll to require mitigation. Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the substation areas. One density and water content test for every 50 linear feet of compacted utility trench backfill. In areas of foundation excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical Engineer. In the event that unanticipated conditions are encountered, the Geotechnical Engineer should prescribe mitigation options. In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including assessing variations and associated design changes. Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 9 SHALLOW FOUNDATIONS If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations. In our opinion, the proposed structures can be supported by a shallow mat slab foundation system or continuous strip footings bearing within suitable residual soils or new properly compacted fill. Design Parameters – Compressive Loads Description Mat Slab Strip Footing Maximum Net Allowable Bearing pressure1 2,500 psf 2,500 psf Estimated Settlement 2 Less than about 1 inch Required Bearing Stratum Structural fill or in-situ residual soils Minimum Foundation Dimensions 18 inches 1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any fill or soft soils, if encountered, will be undercut and replaced with engineered fill. 2. Calculated as the difference between immediate settlement and long-term settlement at 1 year after construction. 3. Modulus of subgrade reaction – 100 pounds per square inch per inch (psi/in) for point loading conditions 4. Coefficient of sliding friction between soil and concrete – 0.34 5. Frost depth is 6 inches. Minimum depth of all foundation shall be below the frost line. Foundation Construction Considerations 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. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed. Groundwater seepage into foundation excavations and exposure to inclement weather can also introduce unwanted moisture into the foundation subgrade. If construction occurs during inclement weather, and concreting of foundations is not possible at the time they are excavated, a layer of lean concrete should be placed on exposed bearing surfaces for protection. Where high moisture conditions are encountered at foundation bearing elevations, the bottom of the excavations should be stabilized with a relatively clean, well-graded crushed stone or gravel, or a lean concrete mud mat to provide a working base for construction. As noted in Earthwork, the footing excavations should be evaluated under the direction of the Geotechnical Engineer. A representative of the geotechnical engineer should use a combination of hand auger borings and dynamic cone penetrometer (DCP) testing to determine the suitability Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 10 of the bearing materials for the design bearing pressure. DCP testing should be performed to a depth of at least 4 feet below the bottom of the foundation excavation. Excessively soft, loose, or wet bearing soils should be over-excavated to a depth recommended by the geotechnical engineer. The foundations could then bear directly on these soils at the lower level or the excavated soils could be replaced with compacted soil fill, lean concrete, or washed, crushed stone. If unsuitable bearing soils are encountered in foundation excavations, the excavations should be extended deeper to suitable soils. Overexcavation for compacted structural fill placement below foundations should extend laterally beyond all edges of the foundation at least 8 inches per foot of overexcavation depth below foundation base elevation. The overexcavation should then be backfilled up to the foundation base elevation with well-graded granular material placed in lifts of 10 inches or less in loose thickness and compacted to at least 95 percent of the material’s maximum standard Proctor dry density (ASTM D 698). DEEP FOUNDATIONS Deep Foundation Design Parameters (MFAD) It is our understanding that the new A-frame structures will be supported on a deep foundation system, such as drilled shafts. We understand that lateral load capacity for deep foundations (drilled shafts or direct embedment) may be analyzed using the MFAD program developed by the Electric Power Research Institute (EPRI). The soil parameters used in the analyses include moist unit weight (γm), cohesion (c), angle of internal friction (ϕ), and the deformation modulus (Ep). It should be noted that the recommended soil strength parameters are not factored. Therefore, appropriate safety factors should be applied to the foundation design. Additionally, lateral pile capacity analysis programs typically require input of moist unit weight above the groundwater table and submerged or effective unit weight below the groundwater table. Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 11 Based on the data obtained in our exploration, and correlations provided in the MFAD 5.0 User Guide, we recommend the following values for the soils encountered at this site: Material SPT Blowcount Nspt (bpf) Moist Unit Weight γm (pcf) Modulus of Deformation Ep (ksi) Angle of Internal Friction ϕ (degrees) Cohesion c (ksf) Boring B-04 Medium Dense Silty Sand (SM) (Residual) (0 to 8.0 feet) 10 to 16 110 0.6 30 0.3 Loose Silty Sand (SM) (Residual) (8.0 to 12.0 feet) 6 110 0.3 28 0.3 Loose to Medium Dense Silty Sand (SM) (Residual) (12.0 to 30.0 feet) 9 to 12 110 0.6 30 0.3 Boring B-05 Very Stiff Sandy Silt (ML) (Residual) (0 to 5.5 feet) 15 to 19 115 0.8 30 0.3 Loose to Medium Dense Silty Sand (SM) and Stiff Sandy Silt (ML) (Residual) (5.5 to 22.0 feet) 8 to 10 110 0.5 28 0.3 Loose Silty Sand (SM) (Residual) (22.0 to 37.0 feet) 4 105 0.2 26 0.3 Medium Dense Silty Sand (SM) (Residual) (37.0 to 40.0 feet) 16 115 0.8 30 0.3 Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 12 Material SPT Blowcount Nspt (bpf) Moist Unit Weight γm (pcf) Modulus of Deformation Ep (ksi) Angle of Internal Friction ϕ (degrees) Cohesion c (ksf) Boring B-06 Stiff Sandy Elastic Silt (MH) (Residual) (0 to 3.0 feet) 11 110 0.8 18 1.3 Stiff Sandy Silt (ML) (Residual) (3.0 to 7.4 feet) 8 to 9 110 0.5 28 0.3 Loose Silty Sand (SM) (Residual) (7.4 to 17.0 feet) 4 to 5 105 0.2 26 0.3 Loose Silty Sand (SM) and Medium Stiff Sandy Silt (ML) (Residual) (17.0 to 34.0 feet) 7 to 9 110 0.5 28 0.3 Medium Dense Silty Sand (SM) (Residual) (34.0 to 35.0 feet) 25 120 1.0 32 0.3 Boring B-07 Very Stiff Elastic Silt (MH) (Residual) (0 to 3.0 feet) 15 110 0.8 18 0.3 Loose Silty Sand (SM) (Residual) (3.0 to 12.0 feet) 5 to 6 110 0.3 28 0.3 Medium Dense Silty Sand (SM) (Residual) (12.0 to 17.0 feet) 17 115 0.8 30 0.3 Dense Silty Sand (SM) (Residual) (17.0 to 22.5 feet) 42 125 1.5 34 0.3 Partially Weathered Rock (PWR) (22.5 to 23.6 feet) 100+ 135 6.0 37 0.5 Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 13 Deep Foundation Design Parameters (Drilled Shaft) It is our understanding that the new A-frame structures will be supported on a deep foundation system, such as drilled shafts. The following subsurface parameters for the axial and lateral capacity calculations have been developed based on the generalized subsurface profiles at borings B-06 and B-07. The drilled shafts are anticipated to be less than 30 feet deep and they could range from 2 ½ to 5 feet in diameter. The maximum axial loads applied to the shafts are in anticipated to be in the range of about 15 kips. Boring B-06 Subsurface Unit Depth Interval (feet) Allowable Drilled Shaft Unit Capacity1 Tip Skin Sandy Elastic Silt (MH) and Sandy Silt (ML) (Residual) 0 to 5 -- -- Sandy Silt (ML) (Residual) Nspt = 8 bpf 5 to 7.4 5.4 ksf 0.21 ksf Silty Sand (SM) (Residual) Nspt = 4 to 5 bpf 7.4 to 17 2.9 ksf 0.22 ksf Silty Sand (SM) and Sandy Silt (ML) (Residual) Nspt = 7 to 9 bpf 17 to 34 4.5 ksf 0.58 ksf Silty Sand (SM) (Residual) Nspt = 25 bpf 34 to 35 16 ksf 0.93 ksf 1. Allowable Drilled Shaft Unit Capacity values presented herein are based on a factor of safety of 2.5 Boring B-07 Subsurface Unit Depth Interval (feet) Allowable Drilled Shaft Unit Capacity1 Tip Skin Elastic Silt (MH) and Silty Sand (SM) (Residual) 0 to 5 -- -- Silty Sand (SM) (Residual) Nspt = 5 to 6 bpf 5 to 12 3.5 ksf 0.18 ksf Silty Sand (SM) (Residual) Nspt = 17 bpf 12 to 17 10.9 ksf 0.63 ksf Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 14 Subsurface Unit Depth Interval (feet) Allowable Drilled Shaft Unit Capacity1 Tip Skin Silty Sand (SM) (Residual) Nspt = 42 bpf 17 to 22.5 24 ksf 0.76 ksf Partially Weathered Rock (PWR)2 Nspt = 100+ bpf 22.5+ 24 ksf 2.6 ksf 1. Allowable Drilled Shaft Unit Capacity values presented herein are based on a factor of safety of 2.5 2. A minimum penetration of 3 feet into PWR / rock is recommended to develop full end bearing resistance The allowable end bearing pressure and skin friction values presented are based on a factor of safety of 2.5. Also, the allowable skin friction to resist both vertical downward loads and uplift forces assume bored piers having concrete cast in direct contact with adjacent soil. We estimate that settlement of drilled shaft foundations will be less than one inch. The depth of the shaft(s) should be determined by the structural engineer following lateral analysis of the shaft(s). Greater depths may be required to resist overturning, uplift or downward forces induced by the structure. We recommend neglecting the contribution of the upper 5 feet of the soil profile to shaft capacities due to the potential freeze-thaw, wet-dry cycles and other disturbance in this zone that could further loosen the soil around the foundation. To avoid a reduction in lateral and uplift resistance caused by variable subsurface conditions, we recommend that drawings instruct the contractor to notify the engineer if subsurface conditions significantly different than encountered in our boring are disclosed during drilled shaft installation. Under these circumstances, it may be necessary to adjust the overall length of the shaft. To facilitate these adjustments and assure that the shaft is embedded in suitable materials, it is recommended that a Terracon representative observe the drilled shaft excavation. Allowable shaft capacity in compression (Qallow) can be calculated by the following equation: n Qallow = (Q)(d2)/4 +  ∑ (sd)(d)(ti) [pounds] i=1 Where: Q = allowable bearing pressure (psf) d = shaft diameter (ft) sd = allowable skin friction in compression (psf) ti = ith soil layer thickness in contact with pier (ft) i = individual layer n = total number of layers su = allowable skin friction in uplift (psf) Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 15 The first and second terms in the above equation represent allowable end bearing and skin friction components of shaft capacity, respectively. The allowable uplift capacity can be calculated by substituting su for sd in the second term of the equation, neglecting the end bearing component and adding the weight of the shaft. SEISMIC CONSIDERATIONS The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7-10. Description Value 2012 International Building Code Site Classification (IBC) 1 D2 Site Latitude 35.3238° Site Longitude -81.6187° 1. Seismic site classification in general accordance with the 2012 International Building Code, which refers to ASCE 7-10. 2. The 2012 International Building Code (IBC) uses a site profile extending to a depth of 100 feet for seismic site classification. Borings at this site were extended to a maximum depth of 40 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth. The subsurface materials are not considered subject to liquefaction. INFILTRATION TESTING Sieve analyses were performed on samples selected in the upper 5 feet of soils from borings B-06, B-07, B-08, and B-11. The fines contents for these soils are summarized in the table below and the grain size distribution curves are provided in Exploration Procedures and Results. Based on the low percentage of fines in the soil samples and experience with the soils in this region, we anticipate coefficients of permeability on the order of about 10-8 cm/s (10-3 to 10-4 inches/hour) or less for the elastic silts (MH) and 10-6 cm/s (10-2 to 10-3 inches/hour) or less in the sandy silts (ML) and silty sands (SM). Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 16 Sample Location Sample depth (feet) % Material Finer than No. 200 Sieve B-06 1.0 to 2.5 69 B-07 1.0 to 2.5 88 B-08 3.5 to 5.0 58 B-11 0 to 5.0 (Bulk) 67 EARTH RESISTIVITY ANALYSIS An electrical resistivity survey was performed at the substation location using the Wenner Four Pin method and a Model 4500 Digital Ground Resistance Tester manufactured by AEML Instruments. The area of investigation included two resistivity traverses which were located approximately perpendicular to each other at the site. The electrodes were inserted approximately 2 to 12 inches into the ground, per the provided data sheet. One measurement was recorded at each pin spacing interval. Soil conditions underlying the gravel at subgrade were moist and the soil was not frozen. Please refer to the Exploration Plan section of this report for approximate locations and orientation of each array performed. The results of the electrical resistivity surveys for the substation location are provided below. Electrode Spacing (ft.) Array 1-1 Measured Resistance (Ω) Array 1-1 Calculated Resistance (Ω-cm) Array 2-2 Measured Resistance (Ω) Array 2-2 Calculated Resistance (Ω-cm) 0.5 175.6 19604 95.3 10639 1.0 62.1 13866 64.2 14335 1.5 50.5 15671 44.6 13840 2.0 40.6 16275 41.3 16556 4.0 36.2 30495 32.9 27715 5.0 33.2 33885 31.2 31844 7.0 28.7 39806 28.6 39668 10.0 24.5 47729 24.5 47729 15.0 20.4 59055 20.0 57897 20.0 17.0 65475 16.8 64590 25.0 14.7 70524 15.2 72679 30.0 13.1 75436 13.8 78998 35.0 12.9 86266 13.4 89685 Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 17 Electrode Spacing (ft.) Array 1-1 Measured Resistance (Ω) Array 1-1 Calculated Resistance (Ω-cm) Array 2-2 Measured Resistance (Ω) Array 2-2 Calculated Resistance (Ω-cm) 40.0 10.6 80971 10.9 83422 45.0 9.6 82905 9.8 84284 50.0 8.7 83212 9.0 86276 60.0 6.8 78481 7.5 85606 70.0 5.7 76681 6.3 84591 80.0 5.0 76145 5.5 84878 90.0 4.4 76528 4.9 84457 100.0 4.2 80626 4.4 83307 SLOPE STABILITY A fill slope angled at 4H:1V is planned along the southern boundary of the site. Given the flatness of this slope, we do not anticipate that slope stability will be an issue. GENERAL COMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations 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. Terracon should be retained as the Geotechnical Engineer, where noted in the final report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our scope of services 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. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third party beneficiaries intended. Any third party access to services or correspondence is Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable 18 solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. ATTACHMENTS ATTACHMENTS ITE LOCATION AND EXPLORATION PLANS SITE LOCATION AND EXPLORATION PLANS SITE LOCATION Plato Lee Retail ■ Shelby, NC March 2, 2018 ■ Terracon Project No. 71185014 TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: BOILING SPRINGS NORTH, NC (1/1/2002) and SHELBY, NC (1/1/2002). DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES SITE EXPLORATION PLAN A Plato Lee Retail ■ Shelby, NC March 2, 2018 ■ Terracon Project No. 71185014 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS Resistivity Array 1-1 Resistivity Array 2-2 EXPLORATION PLAN B Plato Lee Retail ■ Shelby, NC March 2, 2018 ■ Terracon Project No. 71185014 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS Resistivity Array 1-1 Resistivity Array 2-2 EXPLORATION PROCEDURES AND RESULTS EXPLORATION PROCEDURES AND RESULTS Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable Field Exploration Number of Borings Boring Depth (feet) Planned Location 11 5 to 40 Proposed construction areas Boring Layout and Elevations: The boring locations were laid out by Terracon personnel in the field utilizing the site plan provided and were measured from available site features. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet). The locations of the borings should be considered accurate only to the degree implied by the means and methods used to define them. Subsurface Exploration Procedures: We advanced the soil borings with an ATV-mounted drill rig using continuous flight. Four samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. Soil sampling was performed using split-barrel sampling procedures. We observed and recorded groundwater levels during drilling and sampling. All borings were backfilled with auger cuttings at the completion of our field exploration. The sampling depths, penetration distances, and other sampling information were recorded on the field boring logs. The samples were then placed in appropriate containers and taken to our soil laboratory for testing and classification by a geotechnical engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the geotechnical engineer's interpretation of the field logs and include modifications based on observations of the samples in our laboratory. Laboratory Testing The project engineer reviews the field data and assigns various laboratory tests to better understand the engineering properties of the various strata as necessary for this project. Procedural standards noted below are for reference to methodology in general. In some cases, variations to methods are applied because of local practice or professional judgment. Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed. ■ ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass ■ ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils ■ ASTM D1140 Standard Test Method for Determining the Amount of Material Finer than 75-m (No. 200) Sieve in Soils by Washing Geotechnical Engineering Report Plato Lee Retail Substation ■ Shelby, Cleveland County, North Carolina March 12, 2018 ■ Terracon Project No. 71185014 Responsive ■ Resourceful ■ Reliable ■ ASTM D422 Standard Test Method for Particle-Size Distribution (Gradation) of Fine- Grained Soils using the Sedimentation (Hydrometer) Analysis ■ ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil using Standard Effort The laboratory testing program often includes examination of soil samples by an engineer. Based on the material’s texture and plasticity, we describe and classify the soil samples in accordance with the Unified Soil Classification System. Sample Location / Depth 1 In-situ Moisture (%) % Material Finer than No. 200 Sieve Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) USCS Classification B-06 1 to 2.5’ 31 69 71 37 34 MH B-07 1 to 2.5’ 34 88 71 35 36 MH B-08 3.5 to 5’ 22 58 37 25 12 ML B-11 0 to 5’ (Bulk) 26 67 52 28 24 CH 1. Depths referenced from existing grades. 936.5+/- 933.5+/- 928.5+/- 924.5+/- 919.5+/- 911.5+/- 6-7-10 N=17 4-5-7 N=12 2-3-5 N=8 3-5-5 N=10 2-4-5 N=9 6-7-8 N=15 4-6-8 N=14 0.1 3.0 8.0 12.0 17.0 25.0 TOPSOIL, 1 inch SANDY ELASTIC SILT (MH), red, very stiff, residuum SANDY SILT (ML), yellowish red, stiff, residuum With white and black SILTY SAND (SM), red, yellow, white, and black, medium dense, residuum SANDY SILT (ML), brown, white, and black, stiff, residuum SILTY SAND (SM), white, black, and brown, medium dense, residuum Boring Terminated at 25 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 936.5 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3243° Longitude: -81.6188° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-16-2018 BORING LOG NO. B-01 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-16-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: Dry cave-inDry cave-in WATER LEVEL OBSERVATIONS Groundwater not encountered 934+/- 931+/- 928.5+/- 926+/- 917+/- 909+/- 6-8-11 N=19 3-3-5 N=8 4-4-6 N=10 2-3-1 N=4 2-1-2 N=3 4-4-5 N=9 3-4-4 N=8 0.2 3.0 5.5 8.0 17.0 25.0 TOPSOIL, 2 inches SANDY ELASTIC SILT (MH), red and yellow, very stiff, residuum SILTY SAND (SM), yellowish red, loose, residuum SANDY SILT (ML), red, yellow, and black, stiff, residuum SILTY SAND (SM), yellowish brown and black, very loose to loose, residuum SILTY SAND (SM), white, black, and brown, loose, residuum Boring Terminated at 25 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 934 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3239° Longitude: -81.6181° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-02 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: Dry cave-inDry cave-in WATER LEVEL OBSERVATIONS Groundwater not encountered 930+/- 924.5+/- 913+/- 905+/- 3-4-5 N=9 3-4-5 N=9 2-2-4 N=6 1-2-3 N=5 2-2-2 N=4 6-7-7 N=14 4-6-6 N=12 0.1 5.5 17.0 25.0 TOPSOIL, 1 inch SANDY SILT (ML), yellowish red, stiff, residuum SILTY SAND (SM), yellowish brown, black, and white, loose, residuum White, black, and brown SILTY SAND (SM), white, black, and brown, medium dense, residuum Boring Terminated at 25 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 930 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3237° Longitude: -81.6183° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-03 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: Groundwater not encountered after drilling Groundwater not encountered after 24 hours Dry cave-in While drilling Groundwater not encountered after drilling Groundwater not encountered after 24 hours Dry cave-in WATER LEVEL OBSERVATIONS While drilling 932+/- 924+/- 920+/- 902+/- 4-6-4 N=10 2-5-5 N=10 18-11-5 N=16 2-2-4 N=6 2-4-5 N=9 3-4-6 N=10 3-4-5 N=9 12-5-7 N=12 0.2 8.0 12.0 30.0 TOPSOIL, 2 inches SILTY SAND (SM), yellowish red and white, medium dense, residuum Trace quartz SILTY SAND (SM), trace mica, yellowish brown and black, loose, residuum SILTY SAND (SM), micaceous, yellowish brown and black to yellowish brown, white, and black, loose to medium dense, residuum Boring Terminated at 30 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 932 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3237° Longitude: -81.6187° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-04 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: Dry cave-inDry cave-in WATER LEVEL OBSERVATIONS Groundwater not encountered 935+/- 929.5+/- 923+/- 918+/- 913+/- 898+/- 895+/- 6-8-11 N=19 3-6-9 N=15 3-4-6 N=10 2-4-5 N=9 2-3-5 N=8 3-4-5 N=9 1-2-2 N=4 1-2-2 N=4 1-0-4 N=4 3-6-10 N=16 0.3 5.5 12.0 17.0 22.0 37.0 40.0 TOPSOIL, 3 inches SANDY SILT (ML), yellowish red, very stiff, residuum SILTY SAND (SM), yellowish red, black, and white, loose to medium dense, residuum SANDY SILT (ML), red, yellow, and white, stiff, residuum SILTY SAND (SM), trace mica, yellowish brown, white, and black, loose, residuum SILTY SAND (SM), brown, white, and black, loose, residuum White SILTY SAND (SM), white with black, medium dense, residuum Boring Terminated at 40 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 935 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 35 40 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3239° Longitude: -81.6191° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-05 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: After drilling After 24 hours Wet cave-in While drilling After drilling After 24 hours Wet cave-in WATER LEVEL OBSERVATIONS While drilling 693171-37-34 932+/- 929+/- 924.5+/- 915+/- 908+/- 905+/- 898+/- 897+/- 2-5-6 N=11 2-3-6 N=9 2-4-4 N=8 2-2-2 N=4 2-2-3 N=5 4-4-5 N=9 1-3-4 N=7 1-3-4 N=7 5-10-15 N=25 0.2 3.0 7.4 17.0 24.0 27.0 34.0 35.0 TOPSOIL, 2 inches SANDY ELASTIC SILT (MH), red, stiff, residuum SANDY SILT (ML), yellowish red, stiff, residuum SILTY SAND (SM), white and yellowish brown, loose, residuum Reddish brown and black SILTY SAND (SM), trace mica, brown, white, and black, loose, residuum SANDY SILT (ML), brown and black, medium stiff, residuum SILTY SAND (SM), white and brown, loose, residuum SILTY SAND (SM), trace mica, brown, black, and white, medium dense, residuum Boring Terminated at 35 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 932 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 35 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3236° Longitude: -81.619° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-06 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: After drilling After 24 hours Wet cave-in While drilling After drilling After 24 hours Wet cave-in WATER LEVEL OBSERVATIONS While drilling 883471-35-36 928+/- 925+/- 916+/- 911+/- 905.5+/- 904.5+/- 3-6-9 N=15 2-2-4 N=6 2-2-3 N=5 2-2-3 N=5 2-6-11 N=17 10-23-19 N=42 50/1" 0.2 3.0 12.0 17.0 22.5 23.6 TOPSOIL, 2 inches ELASTIC SILT (MH), trace sand, red, very stiff, residuum SILTY SAND (SM), yellowish red, loose, residuum With black and white, trace mica Yellowish brown and white SILTY SAND (SM), yellowish brown and white, medium dense, residuum SILTY SAND (SM), yellowish brown and white, dense, residuum PARTIALLY WEATHERED ROCK (PWR), sampled as brown and white silty SAND Boring Terminated at 23.6 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 928 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3234° Longitude: -81.6186° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-07 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: Dry cave-inDry cave-in WATER LEVEL OBSERVATIONS Groundwater not encountered 582237-25-12 928.5+/- 917+/- 904+/- 3-3-6 N=9 3-2-3 N=5 2-2-3 N=5 2-3-5 N=8 2-2-4 N=6 4-5-4 N=9 3-4-7 N=11 0.5 12.0 25.0 TOPSOIL, 6 inches SANDY SILT (ML), red and white, medium stiff to stiff, residuum With black and yellowish brown SILTY SAND (SM), black, white, and brown, loose to medium dense, residuum With mica Boring Terminated at 25 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 929 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3235° Longitude: -81.6193° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-08 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: Groundwater not encountered after drilling After 24 hours Wet cave-in Groundwater not encountered while drilling Groundwater not encountered after drilling After 24 hours Wet cave-in WATER LEVEL OBSERVATIONS Groundwater not encountered while drilling 926+/- 920.5+/- 914+/- 909+/- 901.5+/- 899+/- 896+/- 3-4-6 N=10 3-4-7 N=11 3-4-5 N=9 3-3-6 N=9 2-3-5 N=8 2-3-6 N=9 1-2-5 N=7 4-4-6 N=10 0.3 5.5 12.0 17.0 24.5 27.0 30.0 TOPSOIL, 3 inches SANDY SILT (ML), yellowish red, brown, and white, stiff, residuum With black SILTY SAND (SM), brown, black, and white, loose, residuum With red, trace mica SANDY SILT (ML), yellowish brown, black, white, and red, stiff, residuum SILTY SAND (SM), yellowish brown, and white, loose, residuum SANDY SILT (ML), yellowish brown, black, and gray, residuum SILTY SAND (SM), brown, red, and white, medium dense, residuum Boring Terminated at 30 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 926 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3233° Longitude: -81.6185° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-09 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: After drilling After 24 hours Wet cave-in While drilling After drilling After 24 hours Wet cave-in WATER LEVEL OBSERVATIONS While drilling 921.5+/- 918.5+/- 913.5+/- 896.5+/- 3-4-6 N=10 3-5-8 N=13 2-3-5 N=8 2-3-3 N=6 2-2-3 N=5 2-2-5 N=7 3-3-4 N=7 0.3 3.0 8.0 25.0 TOPSOIL, 3 inches SANDY ELASTIC SILT (MH), red, stiff, residuum SANDY SILT (ML), trace mica, yellowish red, and brown, stiff, residuum Red, white, brown, and black SANDY SILT (ML), red, white, brown, and black, medium stiff, residuum Brown and black, very micaceous Yellowish brown, red, black, and white Boring Terminated at 25 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 921.5 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3228° Longitude: -81.6185° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-15-2018 BORING LOG NO. B-10 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-15-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: After drilling After 24 hours Wet cave-in While drilling After drilling After 24 hours Wet cave-in WATER LEVEL OBSERVATIONS While drilling 672652-28-24 934+/- 929+/- 5-6-7 N=13 5-6-8 N=14 0.2 5.0 TOPSOIL, 2 inches SANDY FAT CLAY (CH), yellowish red and white to yellowish red, white, and brown, stiff, residuum Trace mica Boring Terminated at 5 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18COMPRESSIVESTRENGTH(tsf)STRAIN (%)TEST TYPEPERCENT FINESWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Approximate Surface Elev: 934 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 SAMPLE TYPESTRENGTH TEST FIELD TESTRESULTSDEPTH LOCATION See Exploration Plan Latitude: 35.3241° Longitude: -81.6185° Page 1 of 1 Advancement Method: Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. 2701 Westport Rd Charlotte, NC Notes: Project No.: 71185014 Drill Rig: CME 550 Boring Started: 02-16-2018 BORING LOG NO. B-11 Duke EnergyCLIENT: Charlotte, NC Driller: C. Odom Boring Completed: 02-16-2018 PROJECT: Plato Lee Retail Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Plato Lee Road Shelby, NC SITE: Groundwater not encountered WATER LEVEL OBSERVATIONS 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 30 40 501.5 200681014413/4 1/2 60 GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHTHYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 4 3/8 3 100 14032 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 6 16 20 2701 Westport Rd Charlotte, NC PROJECT NUMBER: 71185014 SITE: Plato Lee Road Shelby, NC PROJECT: Plato Lee Retail CLIENT: Duke Energy Charlotte, NC LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18SANDY ELASTIC SILT (MH) SANDY SILT (ML) SANDY FAT CLAY (CH) 0.01 0.092 0.024 4.75 9.5 4.75 71 37 52 0.0 0.2 0.0 0.002 54.7 36.7 49.9 31 22 26 30.5 41.3 33.4 14.8 21.8 16.7 1 - 2.5 3.5 - 5 0 - 5 1 - 2.5 3.5 - 5 0 - 5 WC (%)LL D30 D10 %Gravel %Fines %Clay B-06 B-08 B-11 34 12 24 37 25 28 Boring ID Depth USCS Classification PL PI Cc Cu D100 D60 Boring ID Depth %Sand %Silt medium B-06 B-08 B-11 coarse coarsefine fineCOBBLESGRAVELSAND SILT OR CLAY 75 80 85 90 95 100 105 110 115 120 125 130 135 0 5 10 15 20 25 30 35 40 45 Test Method Remarks: TEST RESULTS PIPLLL ATTERBERG LIMITS 52 28 24 PCF % Maximum Dry Density Optimum Water Content 103.0 % Percent Fines ASTM D698 Method A 20.2 66.6 DRY DENSITY, pcfWATER CONTENT, % Z A V f o r G s = 2 . 8 Z A V f o r G s = 2 . 7 Z A V f o r G s = 2 . 6 Source of Material Description of Material MOISTURE-DENSITY RELATIONSHIP ASTM D698/D1557 B-11 @ 0 - 5 feet SANDY FAT CLAY(CH) 2701 Westport Rd Charlotte, NC PROJECT NUMBER: 71185014 SITE: Plato Lee Road Shelby, NC PROJECT: Plato Lee Retail CLIENT: Duke Energy Charlotte, NC LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. COMPACTION - V2 71185014 PLATO LEE RETAIL.GPJ TERRACON_DATATEMPLATE.GDT 2/28/18 SUPPORTING INFORMATION SUPPORTING INFORMATION 0.25 to 0.50 > 4.00 2.00 to 4.00 1.00 to 2.00 0.50 to 1.00 less than 0.25 Unconfined Compressive Strength Qu, (tsf) Auger Cuttings Standard Penetration Test Trace PLASTICITY DESCRIPTION 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. DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES > 30 11 - 30 1 - 10Low Non-plastic Plasticity Index #4 to #200 sieve (4.75mm to 0.075mm Boulders 12 in. to 3 in. (300mm to 75mm)Cobbles 3 in. to #4 sieve (75mm to 4.75 mm)Gravel Sand Passing #200 sieve (0.075mm)Silt or Clay Particle Size Water Level After a Specified Period of Time Water Level After a Specified Period of Time Water Initially Encountered Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as 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. GRAIN SIZE TERMINOLOGY RELATIVE PROPORTIONS OF FINESRELATIVE PROPORTIONS OF SAND AND GRAVEL DESCRIPTIVE SOIL CLASSIFICATION LOCATION AND ELEVATION NOTES SAMPLING WATER LEVEL FIELD TESTS N (HP) (T) (DCP) UC (PID) (OVA) Standard Penetration Test Resistance (Blows/Ft.) Hand Penetrometer Torvane Dynamic Cone Penetrometer Unconfined Compressive Strength Photo-Ionization Detector Organic Vapor Analyzer Medium 0Over 12 in. (300 mm) >12 5-12 <5 Percent of Dry Weight TermMajor Component of Sample Modifier With Trace Descriptive Term(s) of other constituents >30Modifier <15 Percent of Dry Weight Descriptive Term(s) of other constituents With 15-29 High 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. Standard Penetration or N-Value Blows/Ft. Descriptive Term (Density) CONSISTENCY OF FINE-GRAINED SOILS Hard 15 - 30Very Stiff> 50Very Dense 8 - 15Stiff30 - 50Dense 4 - 8Medium Stiff10 - 29Medium Dense 2 - 4Soft4 - 9Loose 0 - 1Very Soft0 - 3Very Loose (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance STRENGTH TERMS > 30 Descriptive Term (Consistency) Standard Penetration or N-Value Blows/Ft. RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse-Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu  4 and 1  Cc  3 E GW Well-graded gravel F Cu  4 and/or 1  Cc  3 E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F, G, H Fines classify as CL or CH GC Clayey gravel F, G, H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu  6 and 1  Cc  3 E SW Well-graded sand I Cu  6 and/or 1  Cc  3 E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G, H, I Fines classify as CL or CH SC Clayey sand G, H, I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: 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 Organic: Liquid limit - oven dried  0.75 OL Organic clay K, L, M, N Liquid limit - not dried Organic silt K, L, M, O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K, L, M PI plots below “A” line MH Elastic Silt K, L, M Organic: Liquid limit - oven dried  0.75 OH Organic clay K, L, M, P Liquid limit - not dried Organic silt K, L, M, Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-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 5 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 5 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 = D60/D10 Cc = 6010 2 30 DxD )(D F If soil contains  15% 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  15% 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 15 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. United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Cleveland County, North Carolina Plato Lee Natural Resources Conservation Service March 14, 2018 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Cleveland County, North Carolina...................................................................13 ApB—Appling sandy loam, 1 to 6 percent slopes.......................................13 CaB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded..14 PbB2—Pacolet-Bethlehem complex, 2 to 8 percent slopes, moderately eroded................................................................................15 References............................................................................................................18 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 390880039089003909000390910039092003909300390880039089003909000390910039092003909300443400 443500 443600 443700 443800 443900 444000 444100 444200 443400 443500 443600 443700 443800 443900 444000 444100 444200 35° 19' 33'' N 81° 37' 25'' W35° 19' 33'' N81° 36' 46'' W35° 19' 12'' N 81° 37' 25'' W35° 19' 12'' N 81° 36' 46'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,480 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Cleveland County, North Carolina Survey Area Data: Version 20, Sep 26, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 15, 2014—Jan 25, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI ApB Appling sandy loam, 1 to 6 percent slopes 37.5 84.6% CaB2 Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded 6.0 13.6% PbB2 Pacolet-Bethlehem complex, 2 to 8 percent slopes, moderately eroded 0.8 1.8% Totals for Area of Interest 44.3 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate Custom Soil Resource Report 11 pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Cleveland County, North Carolina ApB—Appling sandy loam, 1 to 6 percent slopes Map Unit Setting National map unit symbol: 3xsx Elevation: 200 to 1,400 feet Mean annual precipitation: 37 to 60 inches Mean annual air temperature: 59 to 66 degrees F Frost-free period: 200 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Appling and similar soils: 92 percent Minor components: 4 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Appling Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Saprolite derived from granite and gneiss and/or schist Typical profile Ap - 0 to 6 inches: sandy loam Bt1 - 6 to 18 inches: sandy clay loam Bt2 - 18 to 36 inches: clay BC - 36 to 52 inches: sandy clay loam C - 52 to 80 inches: sandy loam Properties and qualities Slope: 2 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 8.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Vance Percent of map unit: 3 percent Custom Soil Resource Report 13 Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Helena Percent of map unit: 1 percent Landform: Ridges Landform position (two-dimensional): Summit, footslope Landform position (three-dimensional): Interfluve Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: No CaB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded Map Unit Setting National map unit symbol: 3xt0 Elevation: 200 to 1,400 feet Mean annual precipitation: 37 to 60 inches Mean annual air temperature: 59 to 66 degrees F Frost-free period: 200 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Cecil, moderately eroded, and similar soils: 88 percent Minor components: 12 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cecil, Moderately Eroded Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Saprolite derived from granite and gneiss and/or schist Typical profile Ap - 0 to 6 inches: sandy clay loam Bt - 6 to 40 inches: clay BC - 40 to 48 inches: clay loam C - 48 to 80 inches: loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Custom Soil Resource Report 14 Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Madison, moderately eroded Percent of map unit: 8 percent Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Vance, moderately eroded Percent of map unit: 4 percent Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No PbB2—Pacolet-Bethlehem complex, 2 to 8 percent slopes, moderately eroded Map Unit Setting National map unit symbol: 3xtt Elevation: 200 to 1,400 feet Mean annual precipitation: 37 to 60 inches Mean annual air temperature: 59 to 66 degrees F Frost-free period: 200 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Pacolet, moderately eroded, and similar soils: 45 percent Bethlehem, moderately eroded, and similar soils: 45 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 15 Description of Pacolet, Moderately Eroded Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Saprolite derived from granite and gneiss and/or schist Typical profile Ap - 0 to 7 inches: sandy clay loam Bt - 7 to 28 inches: clay BC - 28 to 44 inches: sandy clay loam C - 44 to 80 inches: sandy loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Description of Bethlehem, Moderately Eroded Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from metamorphic rock and/or schist Typical profile Ap - 0 to 8 inches: gravelly sandy clay loam Bt - 8 to 30 inches: clay BC - 30 to 34 inches: gravelly sandy clay loam Cr - 34 to 45 inches: weathered bedrock R - 45 to 80 inches: unweathered bedrock Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches to lithic bedrock Natural drainage class: Well drained Runoff class: Medium Custom Soil Resource Report 16 Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to 0.01 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Hydric soil rating: No Custom Soil Resource Report 17 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 18 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 19