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Home My WebLink AboutMcBride Place Energy - NC102 Geotech Report (2)RE-ISSUE REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL EVALUATION MCBRIDE SOLAR FARM CONCORD, NORTH CAROLINA BUILDING & EARTH PROJECT NO.: RD170385 PREPARED FOR: Taney Engineering APRIL 16 2018 610 Spring Branch Road Dunn, North Carolina 28334 Ph: (910) 292-2085 www.BuildingAndEarth.com Birmingham, AL  Auburn, AL  Huntsville, AL  Montgomery, AL  Columbus, GA Louisville, KY  New Orleans, LA  Raleigh, NC  Springdale, AR  Little Rock, AR  Tulsa, OK April 16, 2018 Taney Engineering 3524 Burdick Expressway E Minot, ND 58701 Attention: Mr. Ed Rajnovich Subject: Re-issue Report of Subsurface Exploration and Geotechnical Evaluation McBride Solar BV2 Concord, North Carolina Building & Earth Project No: RD170385 Mr. Rajnovich: Building & Earth Sciences, LLP has completed our review of Depcom Power’s comments provided by Taney Engineering on April 5, 2018. This re-issued report addresses these comments. Building & Earth Sciences has completed the authorized subsurface exploration and geotechnical engineering evaluation for the McBride Solar BV2 Facility located near the intersection of Joyner Road and Mt. Pleasant Road in Concord, North Carolina. The purpose of this exploration and evaluation was to determine general subsurface conditions at the site and to address applicable geotechnical aspects of the proposed construction and site development. The recommendations in this report are based on a physical reconnaissance of the site and observation and classification of samples obtained from thirty-four (34) soil test borings conducted at the site. Confirmation of the anticipated subsurface conditions during construction is an essential part of geotechnical services. We appreciate the opportunity to provide consultation services for the proposed project. If you have any questions regarding the information in this report or need any additional information, please call us. Respectfully Submitted, BUILDING & EARTH SCIENCES, LLP North Carolina Firm Engineering License Number F-1081 Kurt A. Miller, PE C. Mark Nolen, P.E. Senior Geotechnical Engineer Senior Reviewer Page | i Table of Contents 1.0 PROJECT & SITE DESCRIPTION ........................................................................................................................... 1 2.0 SCOPE OF SERVICES ............................................................................................................................................... 4 3.0 GEOTECHNICAL SITE CHARACTERIZATION ................................................................................................... 6 3.1 GEOLOGY .................................................................................................................................................................. 6 3.2 EXISTING SURFACE CONDITIONS ........................................................................................................................... 6 3.3 SUBSURFACE CONDITIONS ..................................................................................................................................... 7 3.4 TOPSOIL ..................................................................................................................................................................... 7 3.5 OVERBURDEN SOILS ................................................................................................................................................ 7 3.6 PARTIALLY WEATHERED ROCK ............................................................................................................................... 8 3.7 AUGER REFUSAL ....................................................................................................................................................... 8 3.8 GROUNDWATER ....................................................................................................................................................... 9 3.9 SEISMIC SITE CLASS ................................................................................................................................................. 9 4.0 SITE DEVELOPMENT CONSIDERATIONS ....................................................................................................... 10 4.1 MOISTURE SENSITIVE SOILS ................................................................................................................................ 10 4.2 LOW CONSISTENCY SOILS ................................................................................................................................... 11 4.3 HIGHLY PLASTIC AND ELASTIC SOILS ................................................................................................................. 12 4.4 STRUCTURAL FILL .................................................................................................................................................. 12 4.5 EXCAVATION CONSIDERATIONS .......................................................................................................................... 13 4.6 GROUNDWATER .................................................................................................................................................... 13 4.7 UTILITY TRENCH BACKFILL ................................................................................................................................... 13 4.8 WET WEATHER CONSTRUCTION ......................................................................................................................... 13 5.0 FOUNDATION RECOMMENDATIONS ............................................................................................................ 14 5.1 DRIVEN W-SECTION PILES .................................................................................................................................. 14 5.2 DRILLED PIERS ....................................................................................................................................................... 16 6.0 CONSTRUCTION MONITORING ....................................................................................................................... 18 7.0 CLOSING AND LIMITATIONS............................................................................................................................. 18 APPENDIX Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 1 1.0 PROJECT & SITE DESCRIPTION The subject site consists approximately 584 acres of land located between Mt. Pleasant Road and Highway 601, north and south of Joyner Road in Concord, North Carolina. Information relative to the proposed site and the proposed development is listed in Table 1 below. Photographs depicting the current site condition are presented on the following page. Development Item Detail Description General Site Size (Ac.) 584 Existing Development Undeveloped - wooded and agricultural Vegetation Grass farm land and wooded areas Slopes Undulating hills: Elevation 550’-650’ Retaining Walls None Drainage Natural Drainage Features Only Cuts & Fills None Proposed Solar Panel Supports Type of Support Driven Pile in overburden soils Piles set in drilled shafts if PWR is encountered Pile Size W6x7 and W6x9 Construction Solar Panel Supports Table 1: Project and Site Description Maximum Load at Top of Pile 1.5 Safety Factor 2.0 Safety Factor Standard Center Standard Center Pile ID Interior Row Lateral (lbs) 1800 2500 2400 3333 Interior Row Uplift (lbs) 2100 3500 2800 4667 Interior row moment (in-lbs) 124770 126120 166360 168160 Exterior Row Lateral (lbs) 4000 5100 5333 6800 Exterior Row Uplift (lbs) 4350 5300 5800 7067 Exterior Row Moment (in-lbs) 273510 234750 364680 313000 Table 2: Provided Pile Loading Reference: Preliminary Site Plan, Depcom Power, No Date Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 2 Notes: 1. If actual loading conditions exceed our anticipated loads, Building & Earth Sciences should be allowed to review the proposed structural design and its effects on our recommendations for foundation design. 2. When a grading plan is finalized, Building & Earth should be allowed to review the plan and its effects on our recommendations. Figure 1: Site Topography (USCS Concord, SE Quadrangle) Area 4 Area 3 Area 2 Area 1 Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 3 Area 1 is the portion of the site that is situated on the north side of Joyner Road. The property is generally unused and is covered with wooded areas. There is a small section that appears to be used for agricultural fields. The area generally slopes downward to the northeast, and according to Google Earth maps, appears to very in elevation from about 605 feet to 550 feet. Surface water runoff generally flows to the north east toward a tributary stream of the Rocky River. Area 2 is located in the southwest corner of the intersection of Joyner Road and Mt. Pleasant Road. The property general is unused and is covered with wooded areas on the eastern portion, and agricultural fields on the western portion. According to Google Earth maps, there is a local high spot near the center of the property with an elevation of about 595 feet. The ground surface slopes downward from this local high point in all directions to elevations that range from about 555 to about 575. The lowest elevation in Area 2 appears to be near the intersection of Joyner Road and Mt. Pleasant Road. Surface water runoff generally flows to the west for the western half of this area, and to the northeast for the eastern half of the area. Area 3 is located on the west side of Mt. Pleasant Road. The property general is unused and is covered with wooded areas and overgrown fields. Accordi ng to Google Earth maps, there is a local high spot near the northwest corner of the area with an elevation of about 575 feet. The ground surface generally slopes downward from this local high point in southerly direction toward Bost Creek which flows southeast to the Rocky River. Area 4 is located on the east side of Highway 601, near the intersection of Jim Sossoman Road. The area is not in use and is generally overgrown fields. According to Goggle Earth maps, it appears that the highest elevation is along Highway 601 with an elevation of about 570 feet. The ground surface slopes downward to the northeast to a low point at about 505 feet near Bost Creek. Below is an aerial photograph of the approximate same area. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 4 Figure 2: Aerial Photo, Google Earth, February 2017 2.0 SCOPE OF SERVICES The authorized subsurface exploration was performed on July 24 through July 26, 2017 in conformance with our proposal RD19393R2, dated July 18, 2017. And notice to proceed was provided via email and signed proposal on July 18, 2017. The purpose of the geotechnical exploration was to determine general subsurface conditions at specific boring locations and to gather data on which to base a geotechnical evaluation with respect to the proposed construction. The subsurface exploration for this project consisted of thirty-four (34) soil test borings. The site was drilled using a Geoprobe 7822DT equipped with an automatic Standard Penetration Test (SPT) hammer. The soil boring locations were determined in the field by a representative of our staff by using GPS coordinates provided to us by Taney Engineering. As such, the boring locations shown on the Boring Location Plan attached to this report should be considered approximate. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 5 The soil samples recovered during our site investigation were visually classified and specific samples were selected by the project engineer for laboratory analysis. The laboratory analysis consisted of:  Natural Moisture Content  Material Finer Than No. 200 Sieve  Atterberg Limit  Expansion Index  Collapse Potential  Moisture-Density Relationship (unit weight)  Thermal Resistivity  Unconfined Compressive Strength  Triaxial Shear Some of the results of the laboratory analysis are presented on the enclosed Boring Logs, but all results are also provided in tabular form in the Appendix of this report. Descriptions of the laboratory tests that were performed are also included in the Appendix. The information gathered from the exploration was evaluated to determine a suitable foundation type for the proposed structure. The information was also evaluated to help determine if any special subgrade preparation procedures will be required during the earthwork phase of the project. The results of the work are presented within this report that addresses: • Plans and maps showing the location of the project and our onsite work. • Site and geologic conditions. • A description of the subsurface conditions encountered at the boring locations. • Site preparation considerations including material types to be expected during foundation construction and mass grading as well as recommendations regarding handling and treatment of unsuitable soils, if encountered. • Compaction requirements and recommended criteria to establish suitable surfaces for structural backfill. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 6 • Boring logs detailing the materials encountered with soil classifications, penetration values, depth to bedrock (if encountered), and groundwater levels (if measured). • Presentation of laboratory test results. • Recommendations for shallow pile foundation support design. • Recommended seismic site classification • Corrosion Potential, thermal and electrical resistivity of the soils. 3.0 GEOTECHNICAL SITE CHARACTERIZATION The following discussion is intended to create a general understanding of the site from a geotechnical engineering perspective. It is not intended to be a discussion of every potential geotechnical issue that may arise, nor to provide every possible interpretation of the conditions identified. The following conditions and subsequent recommendations are based on the assumption that significant changes in subsurface conditions do not occur between boreholes. However, anomalous conditions can occur due to variations in existing fill that may be present at the site, or the geologic conditions at the site, and it will be necessary to evaluate the assumed conditions during site grading and foundation installation. 3.1 GEOLOGY The state of North Carolina is divided into geologic belts of similar bedrock or deposit types. According to the “Geologic Map of North Carolina”, dated 1985, published by the North Carolina Department of Natural Resources and Community Development, the subject site is located within the Charlotte Belt of the Piedmont geologic belt. According to the geologic map, the site is located in a zone labeled “CZph”, which is described as the “Phyllite and Schist” metamorphic rock. The Phyllite and Schist rock is described as “Minor Biotite, pyrite, and minor sillimanite, includes minor quartzite” 3.2 EXISTING SURFACE CONDITIONS The current site conditions present are agricultural fields, unused fields covered with light brush, and wooded areas. Our borings were generally not in wooded or thick areas of the site to aide with site access. As such, the reported topsoil depths generally should be considered to be “best-case” scenarios. In areas of the site that are low, and/or wooded topsoil depths should be expected to deeper than those reported herein. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 7 3.3 SUBSURFACE CONDITIONS A generalized stratification summary has been prepared using data from the soil test borings and is presented in the table below. The stratification depicts the general soil conditions and strata types encountered during our field investigation. Stratum No. Typical Thickness Description Consistency 1 2-14” Topsoil N/A 2 7.7’ Overburden Soils (USCS SM, ML, MH, CL and CH) Fine grained - Very Soft to Hard Coarse grained – medium dense to very dense 3 7.3’ Partially Weathered Rock 50 blows/4-6” – Soft 50 blows/2-4” – Medium 50 blows/0-2” – Hard Table 3: Stratification Summary Subsurface soil profiles have also been prepared based on the data obtained at the specific boring locations. The subsurface soil profiles are presented in the Appendix. For specific details on the information obtained from individual soil borings, please refer to the Boring Logs included in the Appendix. The elevations of the borings indicated in this report were estimated based on satellite data estimated by google earth. 3.4 TOPSOIL All borings encountered topsoil at the ground surface, except B-08, B-11, B-17, B-21, B-22, B-24, B-25, and B-32. The topsoil thickness measured between approximately 2 and 14 inches. No testing has been performed to verify that soils meet the requirements of “topsoil”. The topsoil depths reported on the boring logs should only be construed as an estimate and actual conditions could vary in unexplored areas of the site. 3.5 OVERBURDEN SOILS Below the topsoil, and at the ground surface in borings B-08, B-11, B-17, B-21, B-22, B- 24, B-25, and B-32, the test borings generally encountered a soil layer which we will refer to in this report as overburden soils. The soils consist of inconsistent layers of silty sand (USCS SM), clayey sand (USCS SC), sandy silt (USCS ML), elastic silt (USCS MH), and sandy clay (USCS CL), and fat clay (USCS CH). The overburden soils were encountered to depths that range from approximately 3.0 to more than 15 feet, with an average depth across 34 borings of about 8 feet. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 8 The overburden soils can be separated into two groups: coarse-grained soils and fine- grained soils. The coarse-grained soils (USCS GS, GP, and SM) were encountered in test borings B-04, B-05, B-06 and B-23. These soils are generally loose to very dense with SPT N values that range from 8 to more than 100 blows per foot. It is noted that only test boring B-06 encountered loose coarse-grained soil at the ground surface. Based on the laboratory test results, some of these soils are non-plastic (B-23, sample 2). However most have a liquid limit of 37 to 50 percent, and a plastic index of 9 to 21 percent. The fines content for these coarse-grained soils ranges from 16.0 to 42.1 percent. The fine-grained soils (USCS ML, MH, CL and CH) were general very soft to hard with SPT N values that range from 2 to more than 100 blows per foot. We note the presence of very soft and soft soils at the ground surface in test borings B-30 and B-31, respectively. The fines content for these fined grained soils ranges from 60.7 to 84.8 percent. With the exception of soils encountered at location B-29 and B-30, all of the fined grained soils have liquid limits ranging between 36 and 69 percent. Samples from B-29 and B-30 were non-plastic. For those soils with a liquid limit, the plastic index ranges from 14 to 39. We note that elastic silts, or highly plastic clays were encountered at the ground surface at test boring locations B-11, B-22, B-24, B-25, B-29, and B-31 to B-34. Test borings B-16, B-23, B-25, and B-28 terminated in the over burden soils at a depth of 15 feet below the ground surface. 3.6 PARTIALLY WEATHERED ROCK Below the overburden soils, the test borings encountered partially weathered rock (PWR). These soils resemble the underlying parent rock in the region and have SPT N-values that are greater than 100 blows per foot. Because these samples were fractured during our drilling and sampling operation, the retrieved samples were sampled as material with a sample matrix. The PWR was sampled as silts, clays, and sands, although when intact, will have a more massive appearance characterized by fine bedded seams of soil. Laboratory testing, performed on the PWR, resulted in soil classifications that are indistinguishable from those of the over burden soils. All of the remaining test borings terminated in the PWR at depths that range between about 5 and 15 feet below the ground surface. It is noted that thirteen (13) of the thirty- four (34) borings terminated in the PWR at depths shallower than 15.0 feet. 3.7 AUGER REFUSAL Auger refusal is the drilling depth at which the borehole can no longer be advanced using soil drilling procedures. Auger refusal can occur on hard soil, boulders, buried debris or Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 9 bedrock. Auger refusal was encountered in thirteen (13) test borings. The following table provides the auger refusal depths. Boring No. Depth (ft) Boring No. Depth (ft) Boring No. Depth (ft) B-04 8.0 B-17 5.0 B-30 11.0 B-06 12.0 B-22 11.0 B-33 11.0 B-08 11.0 B-24 10.0 B-34 11.0 B-10 11.0 B-25 10.0 B-15 7.5 B-27 12.0 Table 4: Auger Refusal Depths 3.8 GROUNDWATER At the time of drilling, groundwater not encountered in any of our test borings. Water levels reported are accurate only for the time and date that the borings were drilled. Long term monitoring of the boreholes was not included as part of our subsurface exploration. The borings were backfilled the same day that they were drilled. 3.9 SEISMIC SITE CLASS The SeisOpt ReMi method was used to determine the Seismic Site Class for this site. SeisOpt ReMi software uses refraction microtremor recordings from standard refraction equipment to estimate average shear wave velocities and one- and two-dimensional shear wave profiles to a depth of 100 feet below the existing site grades. These velocities are used to classify a building site with the IBC site Class A through E. Based upon information gathered, and our experience with soils in this region, the subsurface conditions at the site correspond to an International Building Code (IBC) (Table 1613.5.2) seismic site classification “C”, indicating a “very dense soil and soft rock profile”. Basis of Evaluation Recommended Site Classification 2015 International Building Code (IBC) and ASCE 7, Chapter 20 Site_Class Site Classification – Very Dense Soil and Soft Rock C Based on ReMi Seismic Site Survey performed on 8/3/2017. Table 5: Seismic Site Classification Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 10 4.0 SITE DEVELOPMENT CONSIDERATIONS A grading plan was not available at the time of this report. B ased on information provided by Taney Engineering, no mass grading for the project will be performed and that the present grades are expected to remain the same. Based on an evaluation of the subsurface soil information collected at the test locations, and the anticipated foundation loads, it appears that construction using the planned w- section pile system is feasible. The w-section piles should develop their capacity from skin friction and end bearing in either the overburden soils, or in the partially weathered rock. If partially weathered rock is encountered, the piles likely will need to be set into pre-drilled, concrete filled, shaft holes. We have provided a discussion of this shallow pile support system in the following Section. The site development recommendations outlined below are intended for development of the site to support construction with a shallow w-section pile system. If a different type of foundation system is preferred, Building & Earth should be allowed to review the site development recommendations to verify that they are appropriate for the preferred foundation system. The primary geotechnical concerns for this project are:  Presence of moisture sensitive soils encountered across the site.  The presence of low consistency soils encountered across the site within the upper 2 to 4 feet at locations B-18, B-30, and B-31.  Highly plastic clay (USCS CH) and Elastic Silt (MH) that will present challenges with construction and maintenance roads near test borings B-11, B-22 , B-24, B-25, B-29, B-31 through B-34.  The presence of dense overburden soil, and shallow partially weathered rock that will not allow the small pile sections (W6x7 and W6x9) to be driven without damage. Recommendations addressing the site conditions are presented in the following sections. 4.1 MOISTURE SENSITIVE SOILS Moisture sensitive soils were encountered in every soil boring during our subsurface exploration. These soils will degrade if allowed to become saturated. Therefore, not allowing water to pond by maintaining positive drainage and temporary dewatering methods (if required) is important to help avoid degradation and softening of the soils. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 11 The contractor should anticipate some difficulty during the earthwork phase of this project if moisture levels are moderate to high during construction. Increased moisture levels will soften the subgrade and the soils may become unstable under the influence of construction traffic. Accordingly, construction during wet weather conditions should be avoided, as this could result in soft and unstable soil conditions that would require ground modification, such as in place stabilization or undercutting. 4.2 LOW CONSISTENCY SOILS Low consistency soils (N≤6) were encountered in the upper 24 inches at boring locations B-18 and B-30, and to a depth of about 4.5 feet in test boring B-31. Low consistency soils will present difficult mobility across the site, especially after rain events. Because the depth of embedment of both foundation support systems is below 5 feet, we have not addressed these soils as a potential hazard in the panel field. However, if these soils are encountered within access roads (either construction or permanent), it is likely that they will need to be undercut and replaced with compacted structural fill. Areas to be repaired should be identified during proofrolling. We recommend that the project geotechnical engineer or a qualified representative evaluate the subgrade after the site is prepared. Some unsuitable or unstable areas may be present in unexplored areas of the site. All areas that will require fill or that will support structures should be carefully proofrolled with a heavy (40,000 # minimum), rubber-tired vehicle at the following times.  After an area has been stripped, and undercut if required, prior to the placement of any fill.  After grading an area to the finished subgrade elevation in a building or pavement area.  After areas have been exposed to any precipitation, and/or have been exposed for more than 48 hours. Some instability may exist during construction, depending on climatic and other factors immediately preceding and during construction. If any soft or otherwise unsuitable soils are identified during the proofrolling process, they must be undercut or stabilized prior to fill placement, pavement construction, or floor slab construction. All unsuitable material identified during the construction shall be removed and replaced in accordance with the Structural Fill section of this report. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 12 4.3 HIGHLY PLASTIC AND ELASTIC SOILS Based on the laboratory test results, the naturally occurring soils located near test borings B-11, B-22, B-24, B-25, B-29, B-31 through B-34 encountered at the site consists of highly plastic clay (CH) and elastic silt (MH). Construction of roads in these areas will be difficult. When wet, these soil types will lose shear strength, and become unstable under construction traffic. In roadways, the highly plastic clays and elastic silts may require undercut and replacement with suitable structural fill. The undercut can be limited to a depth of 12 inches below the finished subgrade elevation provided the soils are stable. The undercut material should be replaced with structural fill meeting the requirements outlined in the Structural Fill section of this report. The undercutting should be conducted under the observation of the geotechnical engineer or his representative. Weather conditions at the time of construction will affect the undercutting depths and quantities. Some instability may exist during construction, depending on climatic and other factors immediately preceding and during construction. 4.4 STRUCTURAL FILL Although the site is not expected to have any fill placement, underground utilities are be expected and assumed will be compacted with hand operated equipment. Recommendations for structural fill on this project are as follows: Soil Type USCS Classification Property Requirements Placement Location Imported Soils GW, GM, SC, SM, ML, CL, or combinations Maximum 3” particle size, LL<50, PI<25, d >90 pcf Fill and Backfill of Utility Trenches On-site soils All As listed above Fill and Backfill of Utility Trenches – non- structural areas ABC Stone GW NCDOT Aggregate Base Course Specification Surface course for all roadways Table 6: Structural Fill Requirements Notes: 1. LL indicates the soil Liquid Limit; PI indicates the soil Plasticity Index; d indicates the maximum dry density as defined by the density standard outlined in the table below. 2. Laboratory testing of the soils proposed for fill must be performed in order to verify their conformance with the above recommendations. 3. Any fill to be placed at the site should be reviewed by the geotechnical engineer. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 13 Placement requirements for structural fill are as follows: Specification Requirement Lift Thickness Maximum 8-inch loose thickness, except Maximum 6-inch loose thickness for hand operated equipment. Fill and Backfill Density 95% of ASTM D698 MDD, for utilities 100% of ASTM D698 for roadway subgrade soils Moisture ±2.5 percent of Optimum Moisture Content for SM and SC materials Density Testing Frequency Utilities: 1 test per 150 LF/lift Roadways: 1 Test per 250 LF/lift Table 7: Structural Fill Placement Requirements 4.5 EXCAVATION CONSIDERATIONS All excavations performed at the site should follow OSHA guidelines for temporary excavations. Excavated soils should be stockpiled according to OSHA regulations to limit the potential cave-in of soils. 4.6 GROUNDWATER Groundwater was not encountered in any of the test borings at the time of drilling. It should be noted that fluctuations in the water level could occur due to seasonal variations in rainfall. The contractor must be prepared to remove groundwater seepage from excavations if encountered during construction. Excavations extending below groundwater levels will require dewatering systems (such as well points, sump pumps or trench drains). The contractor should evaluate the most economical and practical dewatering method. 4.7 UTILITY TRENCH BACKFILL All utility trenches must be backfilled and compacted in the manner specified above for structural fill. It may be necessary to reduce the lift thickness to 4 to 6 inches to achieve compaction using hand-operated equipment. 4.8 WET WEATHER CONSTRUCTION Excessive movement of construction equipment across the site during wet weather may result in ruts, which will collect rainwater, prolonging the time required to dry the subgrade soils. During rainy periods, additional effort will be required to properly prepare the site and establish/maintain an acceptable subgrade. Grading contractors typically postpone grading operations during wet weather to wait for conditions that are more favorable. Contractors can typically disk or aerate the upper soils to promote drying during Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 14 intermittent periods of favorable weather. When deadlines restrict postponement of grading operations, additional measures such as undercutting and replacing saturated soils or stabilization can be utilized to facilitate placement of additional fill material. 5.0 FOUNDATION RECOMMENDATIONS Specific structural loading conditions were not provided at the time of this report; however, we understand the individual solar panels will likely be supported on deep foundations. Based on information provided by Taney Engineering LLC, we understand that a driven steel w-section piles will be used to support the new panel arrays. However, because the soils at the site are dense and shallow refusal is expected, we have provided the following recommendations: 1. Piles driven to the required depth in overburden soils 2. Piles set into drilled concrete shafts where undriveable materials are encountered and the lateral support cannot be developed. 5.1 DRIVEN W-SECTION PILES We expect that there will be areas of the site where the W6x7 and W6x9 piles can be driven to capacity through the overburden soils. The following loading was evaluated the A-Pile computer program for various w-section piles. Lateral support will likely control for the determination of the minimum depth of embedment for the piles. Because some disturbance is expected in the near surface soils, it will be important to perform load testing to determine its effect on uplift and lateral support. Adequate load testing should be performed across the site to properly characterize the expected support conditions during construction. Based on the soil conditions encountered in our test borings, the minimum depth of embedment to achieve axial, lateral and uplift support is expected to range from 4 to 8 feet below the existing grades. In the event that any piles are not able to be advanced to at least 4 feet, we recommend that these piles be load tested to confirm uplift and lateral support is available. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 15 For piles that are installed into the overburden soils, without encountering partially weathered rock (refusal), the following support values are provided for your use. Table 8: Pile Capacities in Overburden Soils *The capacities provided represent ultimate capacities, no safety factor has been applied. We understand the project structural engineer has requested soil data parameters that can be used for their L-Pile analysis. The following table of soil parameters is provided for the overburden soils. Table 9: L-Pile Soil Parameters At the time that this report was prepared the installation equipment was not available. Once the equipment is determined, a driveability analysis should be performed to determine practical refusal. Practical refusal should be identified as a drive rate (distance/blows) that will achieve the required capacity and not damage the pile during installation. The depth to refusal is estimated by considering the conditions encountered in the field, but the depth to bedrock or sufficiently hard stratum can vary and will require some adaptation during construction. Pile group effects can be neglected if a minimum spacing of 2.5D is used. Pile driving hammers used to drive foundation piles should be selected according to pile type, length, size, weight of pile, and the potential vibrations resulting from pile driving operations. Care should be taken to assure that the hammer selected is capable of achieving the desired penetration without causing damage to the piles or causing Pile Size Compression Skin Friction Capacity (kips/ft)* End Bearing Capacity (kips)* Uplift Skin Friction Capacity (kips/ft)* W6x7 1.2 4.0 1.0 W6x9 1.5 5.0 1.0 Soil Description Effective Unit Weight,  (pcf) Friction Angle,  (°) Cohesion, c (psf) p-y Modulus,  (pci) Strain Factor, 50 Uniaxial Comp. Strength (psf) Silty Sand above water table 120 27 - 90 - - Silty Clay above water table 120 - 1000 s= 500 c= 200 0.010 2,000 Partially Weathered Rock above water table 130 38 - 225 - - Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 16 excessive vibrations which could damage existing, nearby structures. Generally, experience of the local contractor is often the primary source for the selection of the hammer. The driving criteria should be established at the time of construction based on the characteristics of the pile driving hammer used and the required pile capacity. Each pile should be driven to the desired tip elevation and driving resistance should be monitored without interruption in the driving operations. We recommend that the pile driving be monitored by the geotechnical engineer or his representative. Sometimes, premature refusal occurs due to poor performance of the hammer rather than from soil resistance. Any changes in hammer blow counts should be carefully examined before making any decisions about the pile penetration. Accurate records of the final tip elevation and driving resistances should be obtained during the pile driving operations. Supplemental techniques like pile holes or jetting may reduce the pile capacity and should be avoided. Some pile heaving may be experienced during installation of adjacent displacement type piles. It is therefore recommended that the tip elevation of the pile be recorded and if significant heave is noted after driving subsequent piles, provisions must be made for reseating them. Proper site preparation, construction techniques, and quality control are critical to the integrity of the deep foundation system. These construction efforts should be monitored and documented by a representative of the geotechnical engineer. 5.2 DRILLED PIERS Where dense overburden soils, or PWR is encountered, and the piles cannot be driven to the minimum depth, and the lateral capacity is not developed, drilled piers can be used to support the piles. Drilled piers should be extended through the overburden soils and into the PWR layer. Using this approach, an auger is used to excavate soil; and rock removal techniques are used to remove broken or discontinuous rock to reach a competent bearing stratum. The excavation is kept open using temporary casing, which is removed as concrete is placed in the shaft to complete the foundation. A design decision to be addressed when using rock sockets is whether to neglect one or the other component of resistance (side or base), for the purpose of evaluating the drilled pier capacity. It is our opinion that the use of drilled piers sized for only side friction is appropriate for the site for the following reason: Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 17  The drilled pier base will bear in partially weathered rock. The characteristics of the rock is unknown. This includes compressive strength of the rock, the presence of voids, and/or the presence of soft soil seams. The depth to the PWR surface varies from about 3 to 15 feet below the surface. PWR rock excavation will be required in order to prepare a level bearing surface for the drilled piers and to provide adequate uplift resistance. The amount of rock excavated will vary at any particular location. The amount of rock excavation required to achieve a suitable bearing condition will have a major impact on the foundation construction costs. For preliminary budgeting purposes, we recommend that rock excavation quantities averaging twice the pier diameter be used in areas of competent rock. A concrete overage factor of 1.2 times the neat shaft volume should also be used. A factor of safety of 3.0 was used for the drilled pier analysis. The recommended minimum pier diameter is 10 inches. The following table summarizes the design parameters for drilled piers bearing in partially weathered rock: Parameter Value Allowable End Bearing Pressure 5 ksf Allowable Skin Friction for Uplift Resistance 0.5 ksf (concrete in weathered rock socket) Minimum Spacing 3 x Pier Diameter Group Reduction Factor None* * We understand that pier groups will not be used. Table 10: Design Parameters for 10 to 12-inch Diameter Drilled Piers A Building & Earth engineer or qualified representative should observe the installation of production piers to check that the installation criteria are implemented. Bearing elevations will be adjusted based on actual conditions encountered. Alternative recommendations can be provided if anomalous or unforeseen conditions occur. The analysis of uplift effects was not included in our scope of services. The length and diameter required to resist uplift loads should be determined by the structural engineer of record, applying the provided skin friction uplift resistance. We understand that the lateral evaluation of the drilled pier will be performed by the structural engineer. Soil parameters to be used for the evaluation of individual pier behavior under lateral loading conditions can be provided if this option is selected. The soil parameters were estimated based on visual inspection of the soil and rock samples, laboratory test results, SPT N- values and engineering judgment. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 18 6.0 CONSTRUCTION MONITORING Field verification of site conditions is an essential part of the services provided by the geotechnical consultant. In order to confirm our recommendations, it will be necessary for Building & Earth personnel to make periodic visits to the site during site grading. Typical construction monitoring services are listed below.  Periodic observations and consultations by a member of our engineering staff during site development  Continuous monitoring during deep foundation installation  Observation and verification of the bearing surfaces exposed after foundation excavation  Field density tests during structural fill placement  Molding and testing of concrete cylinders 7.0 CLOSING AND LIMITATIONS This report was prepared for Taney Engineering, for specific application to the McBride Solar BV2 Facility in Concord, North Carolina. The information in this report is not transferable. This report should not be used for a different development on the same property without first being evaluated by the engineer. The recommendations in this report were based on the information obtained from our field exploration and laboratory analysis. The data collected is representative of the locations tested. Variations are likely to occur at other locations throughout the site. Engineering judgment was applied in regards to conditions between borings. It will be necessary to confirm the anticipated subsurface conditions during construction. This report has been prepared in accordance with generally accepted standards of geotechnical engineering practice. No other warranty is expressed or implied. In the event that changes are made, or anticipated to be made, to the nature, design, or location of the project as outlined in this report, Building & Earth must be informed of the changes and given the opportunity to either verify or modify the conclusions of this report in writing, or the recommendations of this report will no longer be valid. The scope of services for this project did not include any environmental assessment of the site or identification of pollutants or hazardous materials or conditions. If the owner is concerned about environmental issues Building & Earth would be happy to provide an additional scope of services to address those concerns. Subsurface Exploration and Geotechnical Evaluation, McBride Solar BV2 Facility, Concord, North Carolina Project No: RD170385, April 16, 2018 Page | 19 This report is intended for use during design and preparation of specifications and may not address all conditions at the site during construction. Contractors reviewing this information should acknowledge that this document is for design information only. An article published by the Geoprofessional Business Association (GBA), titled Important Information About Your Geotechnical Report, has been included in the Appendix. We encourage all individuals to become familiar with the article to help manage risk. Appendix Table of Contents GEOTECHNICAL INVESTIGATION METHODOLOGIES ........................................................................................... 1 DRILLING PROCEDURES – STANDARD PENETRATION TEST (ASTM D1586) ........................... 1 BULK SAMPLING ............................................................................................................................................... 1 FIELD SOIL THERMAL RESISTIVITY (ASTM 5334) ................................................................................... 1 BORING LOG DESCRIPTION ............................................................................................................................................ 3 DEPTH AND ELEVATION ................................................................................................................................ 3 SAMPLE TYPE ..................................................................................................................................................... 3 SAMPLE NUMBER ............................................................................................................................................. 3 BLOWS PER INCREMENT, REC%, RQD% ................................................................................................. 3 SOIL DATA ........................................................................................................................................................... 3 SOIL DESCRIPTION .......................................................................................................................................... 4 GRAPHIC .............................................................................................................................................................. 4 REMARKS ............................................................................................................................................................. 4 SOIL CLASSIFICATION METHODOLOGY..................................................................................................................... 5 KEY TO LOGS ......................................................................................................................................................................... 6 KEY TO HATCHES ................................................................................................................................................................ 8 BORING LOCATION PLAN ............................................................................................................................................... 9 SUBSURFACE SOIL PROFILES ........................................................................................................................................ 10 BORING LOGS ..................................................................................................................................................................... 11 LABORATORY TEST PROCEDURES .............................................................................................................................. 12 DESCRIPTION OF SOILS (VISUAL-MANUAL PROCEDURE) (ASTM D2488) ............................. 12 POCKET PENETROMETER ............................................................................................................................ 12 NATURAL MOISTURE CONTENT (ASTM D2216) ............................................................................... 12 ATTERBERG LIMITS (ASTM D4318) .......................................................................................................... 12 MATERIAL FINER THAN NO. 200 SIEVE BY WASHING (ASTM D1140) ..................................... 12 EXPANSION INDEX OF SOILS (ASTM D4829) ..................................................................................... 12 STANDARD PROCTOR COMPACTION TEST (ASTM D698) ............................................................ 13 ONE-DIMENSTIONAL SWELL TEST (ASTM D4546) ........................................................................... 13 UNCONFINED COMPRESSION TEST ON SOIL SAMPLES (ASTM D2166) ................................ 13 TRIAXIAL SHEAR TEST (CONSOLIATED-UNDRAINED) (ASTM D4767) ..................................... 14 LABORATORY SOIL RESISTIVITY (ASTM G57)....................................................................................... 14 LABORATORY SOIL THERMAL RESISTIVITY (ASTM 5334) ................................................................ 14 LABORATORY TEST RESULTS ..................................................................................................................... 15 Table A-1: General Soil Classification Test Results ....................................................................... 16 Table A-2: Collapse Potential & Expansion Index Test Results .......................................... 16 Table A-3: Unconfined Compression Test of Soil Results ..................................................... 17 Table A-4: Triaxial Shear Test of Soil Results .............................................................................. 17 Table A-5: Field Resistivity of Soil Results .................................................................................... 17 Table A-6: Laboratory Thermal Resistivity Plots ....................................................................... 18 Table A-7: Moisture Density Relationships .................................................................................. 20 Supporting Laboratory Data ......................................................................................................................................... 21 Driven Pile Capacities ...................................................................................................................................................... 22 Drilled Shaft Capacities ................................................................................................................................................... 23 IMPORTANT INFORMATION ABOUT THIS GEOTECHNICAL-ENGINEERING REPORT ............................ 24 GEOTECHNICAL INVESTIGATION METHODOLOGIES The subsurface exploration, which is the basis of the recommendations of this report, has been performed in accordance with industry standards. Detailed methodologies employed in the investigation are presented in the following sections. DRILLING PROCEDURES – STANDARD PENETRATION TEST (ASTM D1586) At each boring location, soil samples were obtained at standard sampling intervals with a split-spoon sampler. The borehole was first advanced to the sample depth by augering and the sampling tools were placed in the open hole. The sampler was then driven 18 inches into the ground with a 140-pound automatic hammer free-falling 30 inches. The number of blows required to drive the sampler each 6-inch increment was recorded. The initial increment is considered the “seating” blows, where the sampler penetrates loose or disturbed soil in the bottom of the borehole. The blows required to penetrate the final two (2) increments are added together and are referred to as the Standard Penetration Test (SPT) N-value. The N-value, when properly evaluated, gives an indication of the soil’s strength and ability to support structural loads. Many factors can affect the SPT N-value, so this result cannot be used exclusively to evaluate soil conditions. The SPT testing was performed using a drill rig equipped with an automatic hammer. Automatic hammers mechanically control the height of the hammer drop, and doing so, deliver higher energy efficiency (90 to 99 % efficiency) than manual hammers (60 % efficiency) which are dropped using a manually operated rope and cathead system. Because historic data correlations were developed based on use of a manual hammer, it is necessary to adjust the N-values obtained using an automatic hammer to make these correlations valid. Therefore, an energy correction factor of 1.3 was applied to the recorded field N-values from the automatic hammer for the purpose of our evaluation. The N-values discussed or mentioned in this report and shown on the boring logs are recorded field values. Samples retrieved from the boring locations were labeled and stored in plastic bags at the jobsite before being transported to our laboratory for analysis. The project engineer prepared Boring Logs summarizing the subsurface conditions at the boring locations. BULK SAMPLING Bulk sample are obtained for the evaluation of the compaction characteristics of the site soils and for determination of the California Bearing Ratio (CBR). The bulk samples are obtained from manual excavations, backhoe test pits, or from auger cutting. Similar soils are normally combined to provide samples of adequate size for compaction or CBR testing. FIELD SOIL THERMAL RESISTIVITY (ASTM 5334) Field soil thermal resistivity testing is performed for in-situ soil that is accessed using a hand auger boring. A four (4) inch diameter boring is advanced approximately 2 to 3 feet below the ground surface, and the thermal probe is inserted into the sidewall of the boring. The thermal resistivity measurements represent the soils in-situ moisture content of the soils at the time of testing. BORING LOG DESCRIPTION Building & Earth Sciences, Inc. used the gINT software program to prepare the attached boring logs. The gINT program provides the flexibility to custom design the boring logs to include the pertinent information from the subsurface exploration and results of our laboratory analysis. The soil and laboratory information included on our logs is summarized below: DEPTH AND ELEVATION The depth below the ground surface and the corresponding elevation are shown in the first two columns. SAMPLE TYPE The method used to collect the sample is shown. The typical sampling methods include Split Spoon Sampling, Shelby Tube Sampling, Grab Samples, and Rock Core. A key is provided at the bottom of the log showing the graphic symbol for each sample type. SAMPLE NUMBER Each sample collected is numbered sequentially. BLOWS PER INCREMENT, REC%, RQD% When Standard Split Spoon sampling is used, the blows required to drive the sampler each 6- inch increment are recorded and shown in column 5. When rock core is obtained the recovery ration (REC%) and Rock Quality Designation (RQD%) is recorded. SOIL DATA Column 6 is a graphic representation of four different soil parameters. Each of the parameters use the same graph, however, the values of the graph subdivisions vary with each parameter. Each parameter presented on column 6 is summarized below:  N-value- The Standard Penetration Test N-value, obtained by adding the number of blows required to drive the sampler the final 12 inches, is recorded. The graph labels range from 0 to 50.  Qu – Unconfined Compressive Strength estimate from the Pocket Penetrometer test in tons per square foot (tsf). The graph labels range from 0 to 5 tsf.  Atterberg Limits – The Atterberg Limits are plotted with the plastic limit to the left, and liquid limit to the right, connected by a horizontal line. The difference in the plastic and liquid limits is referred to as the Plasticity Index. The Atterberg Limits test results are also included in the Remarks column on the far right of the boring log. The Atterberg Limits graph labels range from 0 to 100%.  Moisture – The Natural Moisture Content of the soil sample as determined in our laboratory. SOIL DESCRIPTION The soil description prepared in accordance with ASTM D2488, Visual Description of Soil Samples. The Munsel Color chart is used to determine the soil color. Strata changes are indicated by a solid line, with the depth of the change indicated on the left side of the line and the elevation of the change indicated on the right side of the line. If subtle changes within a soil type occur, a broken line is used. The Boring Termination or Auger Refusal depth is shown as a solid line at the bottom of the boring. GRAPHIC The graphic representation of the soil type is shown. The graphic used for each soil type is related to the Unified Soil Classification chart. A chart showing the graphic associated with each soil classification is included. REMARKS Remarks regarding borehole observations, and additional information regarding the laboratory results and groundwater observations. SOIL CLASSIFICATION METHODOLOGY Major Divisions Symbols Group Name & Typical Description Lithology Group Coarse Grained Soils More than 50% of material is larger than No. 200 sieve size Gravel and Gravelly Soils More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (Less than 5% fines) GW Well-graded gravels, gravel – sand mixtures, little or no fines GP Poorly-graded gravels, gravel – sand mixtures, little or no fines Gravels with Fines (More than 12% fines) GM Silty gravels, gravel – sand – silt mixtures GC Clayey gravels, gravel – sand – clay mixtures Sand and Sandy Soils More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (Less than 5% fines) SW Well-graded sands, gravelly sands, little or no fines SP Poorly-graded sands, gravelly sands, little or no fines Sands with Fines (More than 12% fines) SM Silty sands, sand – silt mixtures SC Clayey sands, sand – clay mixtures Fine Grained Soils More than 50% of material is smaller than No. 200 sieve size Silts and Clays Liquid Limit less than 50 Inorganic ML Inorganic silts and very find sands, rock flour, silty or clayey fine sands or clayey silt with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic OL Organic silts and organic silty clays of low plasticity Silts and Clays Liquid Limit greater than 50 sieve Inorganic MH Inorganic silts, micaceous or diatomaceous fine sand, or silty soils CH Inorganic clays of high plasticity Organic OH Organic clays of medium to high plasticity, organic silts Highly Organic Soils PT Peat, humus, swamp soils with high organic contents Table 1: Soil Classification Chart (based on ASTM D2487) SOIL CLASSIFICATION METHODOLOGY * - Modified based on 80% hammer efficiency Building & Earth Sciences classifies soil in general accordance with the Unified Soil Classification System (USCS) presented in ASTM D2487. Table 1 and Figure 1 exemplify the general guidance of the USCS. Soil consistencies and relative densities are presented in general accordance with Terzaghi, Peck, & Mesri’s (1996) method, as shown on Table 2, when quantitative field and/or laboratory data is available. Table 2 includes Consistency and Relative Density correlations with N-values obtained using either a manual hammer (60 percent efficiency) or automatic hammer (90 percent efficiency). The Blows Per Increment and SPT N-values displayed on the boring logs are the unaltered values measured in the field. When field and/or laboratory data is not available, we may classify soil in general accordance with the Visual Manual Procedure presented in ASTM D2488. Non-cohesive: Coarse-Grained Soil Cohesive: Fine-Grained Soil SPT Penetration (blows/foot) Relative Density SPT Penetration (blows/foot) Consistency Estimated Range of Unconfined Compressive Strength (tsf) Automatic Hammer* Manual Hammer Automatic Hammer* Manual Hammer < 2 < 2 Very Soft < 0.25 0 - 3 0 - 4 Very Loose 2 - 3 2 - 4 Soft 0.25 – 0.50 3 - 8 4 - 10 Loose 3 - 6 4 - 8 Medium Stiff 0.50 – 1.00 8 - 23 10 - 30 Medium Dense 6 - 12 8 - 15 Stiff 1.00 – 2.00 23 - 38 30 - 50 Dense 12 - 23 15 - 30 Very Stiff 2.00 – 4.00 > 38 > 50 Very Dense > 23 > 30 Hard > 4.00 Table 2: Soil Consistency and Relative Density (based on Terzaghi, Peck & Mesri, 1996) 0 10 20 30 40 50 60 0 102030405060708090100Plasticity Index (PI)Liquid Limit (LL) CH or OH MH or OH CL or OL ML or OLCL-ML7 4 Figure 1: Plasticity Chart (based on ASTM D2487) KEY TO LOGS Standard Penetration Test ASTM D1586 or AASHTO T-206 Dynamic Cone Penetrometer (Sower DCP) ASTM STP-399 Soil Particle Size U.S. Standard Boulders Larger than 300 mm N.A. Cobbles 300 mm to 75 mm N.A. Shelby Tube Sampler ASTM D1587 No Sample Recovery Gravel 75 mm to 4.75 mm 3-inch to #4 sieve Coarse 75 mm to 19 mm 3-inch to ¾-inch sieve Fine 19 mm to 4.75 mm ¾-inch to #4 sieve Rock Core Sample ASTM D2113 Groundwater at Time of Drilling Sand 4.75 mm to 0.075 mm #4 to #200 Sieve Coarse 4.75 mm to 2 mm #4 to #10 Sieve Medium 2 mm to 0.425 mm #10 to #40 Sieve Auger Cuttings Groundwater as Indicated Fine 0.425 mm to 0.075 mm #40 to #200 Sieve Fines Less than 0.075 mm Passing #200 Sieve Silt Less than 5 µm N.A. Clay Less than 2 µm N.A. Table 1: Symbol Legend Table 2: Standard Sieve Sizes Standard Penetration Test Resistance calculated using ASTM D1586 or AASHTO T- 206. Calculated as sum of original, field recorded values. A measure of a soil’s plasticity characteristics in general accordance with ASTM D4318. The soil Plasticity Index (PI) is representative of this characteristic and is bracketed by the Liquid Limit (LL) and the Plastic Limit (PL). Unconfined compressive strength, typically estimated from a pocket penetrometer. Results are presented in tons per square foot (tsf). Percent natural moisture content in general accordance with ASTM D2216. Table 3: Soil Data Hollow Stem Auger Flights on the outside of the shaft advance soil cuttings to the surface. The hollow stem allows sampling through the middle of the auger flights. Descriptor Meaning Mud Rotary / Wash Bore A cutting head advances the boring and discharges a drilling fluid to support the borehole and circulate cuttings to the surface. Trace Likely less than 5% Solid Flight Auger Flights on the outside bring soil cuttings to the surface. Solid stem requires removal from borehole during sampling. Few 5 to 10% Little 15 to 25% Hand Auger Cylindrical bucket (typically 3-inch diameter and 8 inches long) attached to a metal rod and turned by human force. Some 30 to 45% Mostly 50 to 100% Table 4: Soil Drilling Methods Table 5: Descriptors KEY TO LOGS Manual Hammer The operator tightens and loosens the rope around a rotating drum assembly to lift and drop a sliding, 140-pound hammer falling 30 inches. Automatic Trip Hammer An automatic mechanism is used to lift and drop a sliding, 140-pound hammer falling 30 inches. Dynamic Cone Penetrometer (Sower DCP) ASTM STP-399 Uses a 15-pound steel mass falling 20 inches to strike an anvil and cause penetration of a 1.5-inch diameter cone seated in the bottom of a hand augered borehole. The blows required to drive the embedded cone a depth of 1-3/4 inches have been correlated by others to N-values derived from the Standard Penetration Test (SPT). Table 6: Sampling Methods Non-plastic A 1/8-inch thread cannot be rolled at any water content. Low The thread can barely be rolled and the lump cannot be formed when drier than the plastic limit. Medium The thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be re-rolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit. High It takes considerable time rolling and kneading to reach the plastic limit. The thread can be re-rolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit. Table 7: Plasticity Dry Absence of moisture, dusty, dry to the touch. Moist Damp but no visible water. Wet Visible free water, usually soil is below water table. Table 8: Moisture Condition Stratified Alternating layers of varying material or color with layers at least ½ inch thick. Laminated Alternating layers of varying material or color with layers less than ¼ inch thick. Fissured Breaks along definite planes of fracture with little resistance to fracturing. Slickensides Fracture planes appear polished or glossy, sometimes striated. Blocky Cohesive soil that can be broken down into small angular lumps which resist further breakdown. Lensed Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay. Homogeneous Same color and appearance throughout. Table 9: Structure KEY TO HATCHES Hatch Description Hatch Description Hatch Description GW - Well-graded gravels, gravel – sand mixtures, little or no fines Asphalt Clay with Gravel GP - Poorly-graded gravels, gravel – sand mixtures, little or no fines Aggregate Base Sand with Gravel GM - Silty gravels, gravel – sand – silt mixtures Topsoil Silt with Gravel GC - Clayey gravels, gravel – sand – clay mixtures Concrete Gravel with Sand SW - Well-graded sands, gravelly sands, little or no fines Coal Gravel with Clay SP - Poorly-graded sands, gravelly sands, little or no fines CL-ML - Silty Clay Gravel with Silt SM - Silty sands, sand – silt mixtures Sandy Clay Limestone SC - Clayey sands, sand – clay mixtures Clayey Chert Chalk ML - Inorganic silts and very find sands, rock flour, silty or clayey fine sands or clayey silt with slight plasticity Low and High Plasticity Clay Siltstone CL - Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Low Plasticity Silt and Clay Till OL - Organic silts and organic silty clays of low plasticity High Plasticity Silt and Clay Sandy Clay with Cobbles and Boulders MH - Inorganic silts, micaceous or diatomaceous fine sand, or silty soils Fill Sandstone with Shale CH - Inorganic clays of high plasticity Weathered Rock Coral OH - Organic clays of medium to high plasticity, organic silts Sandstone Boulders and Cobbles PT - Peat, humus, swamp soils with high organic contents Shale Soil and Weathered Rock Table 1: Key to Hatches Used for Boring Logs and Soil Profiles BORING LOCATION PLAN Test Location Map BES Project #: RD170385 Client: Taney Engineering Drawing Source: Preliminary Site Plan (Sheet PSP-McB-5-T-BV2, dated 6/6/2017 Project: McBride Solar Farm Address: Joyner Rd @ Mt Pleasant Rd City: Concord, North Carolina Figure 1 Approximate Boring Location B-01 B-01 B-09 B-10 B-11 B-12 B-08 B-13 B-02 B-03 B-04 B-05 B-06 B-07 B-28 B-31 B-32 B-30 B-27 B-15 B-16 B-17 B-14 B-21 B-22 B-23 B-20 B-26 B-33 B-18 B-19 B-24 B-25 B-29 B-34 SUBSURFACE SOIL PROFILES 560 562 564 566 568 570 572 574 576 578 580 582 584 586 588 0 -500 -1,000 -1,500 -2,000 -2,500 -3,000 -3,500 560 562 564 566 568 570 572 574 576 578 580 582 584 586 588 4.5 2.3 0.3 BT=15.0 10 45 50+ 50+ 50+ 50+ B-01 NNQu 3.3 BT=8.0 8 19 50+ 50+ B-04 NNQu 0.8 3.3 BT=12.0 8 40 50+ 50+ 50+ B-06 NNQu 3 1.5 4.5 2 BT=15.0 7 21 50 50+ 71 50+ B-11 NNQu 1 2.3 1 BT=7.5 13 35 50+ 50+ B-15 NNQu Site Map Scale 1 inch equals 1,975 feetExplanation BT=Boring Termination AR=Auger Refusal PPqu=Unconfined compressive strength estimate from pocket penetrometer test (tsf) X ELEVATION (feet)JOB NUMBER PLATE NUMBER 8/10/17 Water Level Reading at time of drilling. Section Name A-A' Subsurface Profile DISTANCE ALONG PROFILE (feet) 610 Spring Branch Road Dunn, NC 28334 McBride Solar Farm Concord, NC DATE Plate A-1 Topsoil USCS Clayey Sand USCS Silty Gravel Weathered Rock USCS Low Plasticity Clay USCS Elastic Silt RD170385 A' Water Level Reading after drilling. Building & EarthSciences, Inc. A Horizontal Scale (feet) X N=Standard Penetration Test N-Value Vertical Exaggeration: 115.5x ALDOT PROFILE XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 8/10/170 538 B-01 B-04 B-06 B-11 B-15 554 556 558 560 562 564 566 568 570 572 574 576 578 580 582 584 0 -500 -1,000 -1,500 -2,000 -2,500 -3,000 -3,500 -4,000 554 556 558 560 562 564 566 568 570 572 574 576 578 580 582 584 2 0.8 0.3 0.8 2.3 BT=15.0 8 4 10 20 46 50+ B-09 NNQu 1.3 BT=11.0 24 50+ 50+ 50+ 50+ B-10 NNQu 3 1.5 4.5 2 BT=15.0 7 21 50 50+ 71 50+ B-11 NNQu 1.8 0.5 BT=15.0 13 50+ 50+ 50+ 72 50+ B-12 NNQu Site Map Scale 1 inch equals 2,255 feetExplanation BT=Boring Termination AR=Auger Refusal PPqu=Unconfined compressive strength estimate from pocket penetrometer test (tsf) X ELEVATION (feet)JOB NUMBER PLATE NUMBER 8/10/17 Water Level Reading at time of drilling. Section Name A-A' Subsurface Profile DISTANCE ALONG PROFILE (feet) 610 Spring Branch Road Dunn, NC 28334 McBride Solar Farm Concord, NC DATE Plate A-1 Topsoil USCS Low Plasticity Clay USCS Silt Weathered Rock USCS Silty Gravel USCS Elastic Silt RD170385 A' Water Level Reading after drilling. Building & EarthSciences, Inc. A Horizontal Scale (feet) X N=Standard Penetration Test N-Value Vertical Exaggeration: 123x ALDOT PROFILE XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 8/10/170 615 B-09 B-10 B-11 B-12 510 515 520 525 530 535 540 545 550 555 560 0 500 1,000 1,500 2,000 2,500 3,000 3,500 510 515 520 525 530 535 540 545 550 555 560 3.8 2.3 4.5 1.3 2.8 BT=15.0 5 8 25 63 52 50+ B-18 NNQu 2 1.8 2.3 1.8 BT=15.0 7 20 50+ 50+ 50+ 50+ B-20 NNQu 2.5 1.3 4 4.5 1 BT=11.0 8 15 18 43 24 B-22 NNQu 1.5 BT=10.0 9 55 50+ 50+ 50+ B-25 NNQu 4.5 3.3 1.5 2 1 BT=15.0 13 28 41 36 41 50+ B-28 NNQu Site Map Scale 1 inch equals 1,975 feetExplanation BT=Boring Termination AR=Auger Refusal PPqu=Unconfined compressive strength estimate from pocket penetrometer test (tsf) X ELEVATION (feet)JOB NUMBER PLATE NUMBER 8/10/17 Water Level Reading at time of drilling. Section Name A-A' Subsurface Profile DISTANCE ALONG PROFILE (feet) 610 Spring Branch Road Dunn, NC 28334 McBride Solar Farm Concord, NC DATE Plate A-1 Topsoil USCS Low Plasticity Clay USCS Silt Weathered Rock USCS High Plasticity Clay RD170385 A' Water Level Reading after drilling. Building & EarthSciences, Inc. A Horizontal Scale (feet) X N=Standard Penetration Test N-Value Vertical Exaggeration: 64.5x ALDOT PROFILE XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 8/10/170 538 B-18 B-20 B-22 B-25 B-28 515 520 525 530 535 540 545 550 555 560 565 0 500 1,000 1,500 2,000 2,500 3,000 3,500 515 520 525 530 535 540 545 550 555 560 565 2.8 3 2 BT=10.0 10 21 38 58 50+ B-24 NNQu 1.5 3.8 0.8 0.5 BT=12.0 8 13 28 59 77 B-27 NNQu 0.8 1.8 0.3 0.5 BT=15.0 2 2 29 50+ 50+ 50+ B-31 NNQu 4.5 4.5 0.8 BT=11.0 10 50 50+ 50+ 50+ B-33 NNQu Site Map Scale 1 inch equals 1,975 feetExplanation BT=Boring Termination AR=Auger Refusal PPqu=Unconfined compressive strength estimate from pocket penetrometer test (tsf) X ELEVATION (feet)JOB NUMBER PLATE NUMBER 8/10/17 Water Level Reading at time of drilling. Section Name A-A' Subsurface Profile DISTANCE ALONG PROFILE (feet) 610 Spring Branch Road Dunn, NC 28334 McBride Solar Farm Concord, NC DATE Plate A-1 USCS High Plasticity Clay Weathered Rock Topsoil USCS Silt USCS Elastic Silt RD170385 A' Water Level Reading after drilling. Building & EarthSciences, Inc. A Horizontal Scale (feet) X N=Standard Penetration Test N-Value Vertical Exaggeration: 64.5x ALDOT PROFILE XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 8/10/170 538 B-24 B-27 B-31 B-33 525 530 535 540 545 550 555 560 565 570 575 580 585 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 525 530 535 540 545 550 555 560 565 570 575 580 585 3 0.8 3 0.8 BT=15.0 8 44 50+ 48 34 50+ B-29 NNQu 2.5 1.8 4.5 3 BT=11.0 4 12 52 50+ 52 B-30 NNQu 0.8 1.8 0.3 0.5 BT=15.0 2 2 29 50+ 50+ 50+ B-31 NNQu 3.3 4 1.3 0.5 BT=15.0 8 42 50+ 50+ 50+ 50+ B-32 NNQu Site Map Scale 1 inch equals 1,465 feetExplanation BT=Boring Termination AR=Auger Refusal PPqu=Unconfined compressive strength estimate from pocket penetrometer test (tsf) X ELEVATION (feet)JOB NUMBER PLATE NUMBER 8/10/17 Water Level Reading at time of drilling. Section Name A-A' Subsurface Profile DISTANCE ALONG PROFILE (feet) 610 Spring Branch Road Dunn, NC 28334 McBride Solar Farm Concord, NC DATE Plate A-1 Topsoil USCS High Plasticity Clay USCS Silt Weathered Rock USCS Elastic Silt RD170385 A' Water Level Reading after drilling. Building & EarthSciences, Inc. A Horizontal Scale (feet) X N=Standard Penetration Test N-Value Vertical Exaggeration: 40x ALDOT PROFILE XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 8/10/170 400 B-29 B-30 B-31 B-32 BORING LOGS Topsoil (Approximately 4 inches) CLAYEY SAND (SC): medium dense, light tan and light gray, with fractured rock, fine sand, dry SILTY GRAVEL (GM): very dense, light gray and light tan, with fine sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, light tan, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 575.7 573.0 569.5 561.0 1 2 3 4 5 7 2-4-6 12-22-23 7-28-50/6 29-50/6 41-50/6 35-50/3 Sample 1 % Passing #200 seive: 25.1 Liquid Limit (LL): 40 Plastic Limit (PL): 23 Plasticity Index (PI): 17 Sample 3 % Passing #200 seive: 21.3 Liquid Limit (LL): 37 Plastic Limit (PL): 26 Plasticity Index (PI): 11 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.3 3.0 6.5 15.0 Boring Location: 35.311796, -80.493198 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-01 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 576 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)575 570 565 560 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> >> Topsoil (Approximately 6 inches) LEAN CLAY WITH SAND (CL): stiff, orange, fine sand, moist - very stiff FAT CLAY WITH SAND (CH): hard, orange, fine sand, dry SANDY SILT (ML): hard, light tan, dark brown and orange, fine sand, dry PARTIALLY WEATHERED ROCK sampled as SILTY SAND (SM): very dense, light tan and light gray, fine to medium sand, dry (RESIDUAL) Boring terminated at 15 feet 589.5 586.0 581.0 578.2 575.0 1 2 3 4 5 7 2-4-5 6-7-8 12-20-49 27-11-21 22-22-32 30-50/5 Sample 1 % Passing #200 seive: 82.7 Liquid Limit (LL): 47 Plastic Limit (PL): 27 Plasticity Index (PI): 20 Bulk sample 0-5' % Passing #200 seive: 78.2 Liquid Limit (LL): 57 Plastic Limit (PL): 22 Plasticity Index (PI): 35 No groundwater encountered at the time of drilling No groundwater encountered after 24 hours Consistency/Relative Density based on correction factor for automatic hammer 0.5 4.0 9.0 11.8 15.0 Boring Location: 35.310664, -80.495699 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-02 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 590 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)590 585 580 575 570 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> Topsoil (Approximately 3 inches) LEAN CLAY WITH SAND (CL): stiff, orange, fine sand, moist SANDY SILT (ML): very stiff, mottled light tan, dark brown, and orange, fine sand, dry - hard PARTIALLY WEATHERED ROCK sampled as SILTY GRAVEL (GM): very dense, light gray and gray, with fine sand, dry (RESIDUAL) Boring terminated at 15 feet 565.7 563.0 551.7 551.0 1 2 3 4 5 7 2-3-4 6-12-17 10-22-34 21-10-18 34-14-19 13-19-50/5 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.3 3.0 14.3 15.0 Boring Location: 35.310216, -80.492141 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-03 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 566 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)565 560 555 550 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> Topsoil (Approximately 8 inches) LEAN CLAY WITH SAND (CL): stiff, orange and tan, fine sand, moist SANDY SILT (MH): very stiff, gray, with fractured rock, fine sand, moist PARTIALLY WEATHERED ROCK sampled as SANDY GRAVEL (GP): very dense, gray, light gray, and dark brown, fine to medium sand, dry (RESIDUAL) Auger refusal at 8.0 feet 570.3 567.4 567.0 563.0 1 2 3 4 2-3-5 6-9-10 50/6 50/6 Sample 1 % Passing #200 seive: 64.6 Liquid Limit (LL): 39 Plastic Limit (PL): 21 Plasticity Index (PI): 18 No groundwater encountered at the time of drilling No groundwater encountered after 24 hours Consistency/Relative Density based on correction factor for automatic hammer 0.7 3.6 4.0 8.0 Boring Location: 35.308454, -80.494729 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-04 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 571 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)570 565 560 555 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> Topsoil (Approximately 2 inches) SILTY SAND (SM): medium dense, light tan, with trace of fractured rock, fine sand, dry - very dense PARTIALLY WEATHERED ROCK sampled as SILTY GRAVEL (GM): very dense, light tan, with fine sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, light tan and orange, with fractured rock, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 565.8 562.0 559.7 551.0 1 2 3 4 5 7 7-9-9 15-20-25 27-32-50/6 19-27-50/5 50-50/6 33-18-34 Sample 1 % Passing #200 seive: 33.2 Liquid Limit (LL): 50 Plastic Limit (PL): 29 Plasticity Index (PI): 21 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.2 4.0 6.3 15.0 Boring Location: 35.307160, -80.489930 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-05 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 566 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)565 560 555 550 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> >> Topsoil (Approximately 4 inches) SILTY SAND (SM): loose, light brown, fine sand, dry -very dense, with gravel PARTIALLY WEATHERED ROCK sampled as SANDY GRAVEL (GP): very dense, tan, fine sand, dry (RESIDUAL) Auger refusal at 12.0 feet 586.7 583.0 575.0 1 2 3 4 5 2-4-4 5-13-27 50/6 22-25-50/4 14-50/5 Sample 2 % Passing #200 seive: 42.1 Liquid Limit (LL): 45 Plastic Limit (PL): 27 Plasticity Index (PI): 18 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer No groundwater encountered after 24 hours 0.3 4.0 12.0 Boring Location: 35.305882, -80495725 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-06 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 587 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)585 580 575 570 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> Topsoil (Approximately 4 inches) SANDY LEAN CLAY (CL): stiff, orange, fine sand, dry - very stiff - hard WEATHERED ROCK sampled as SANDY SILT (ML): hard, light brown, with fractured rock, fine sand, dry PARTIALLY WEATHERED ROCK sampled as SILTY GRAVEL (GM): very dense, light gray and gray, with fine to coarse sand, dry (RESIDUAL) Boring terminated at 15 feet 551.7 545.0 538.6 537.0 1 2 3 4 5 7 1-3-4 6-7-7 7-13-24 30-50/5 24-50/6 30-32-33 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.3 7.0 13.4 15.0 Boring Location: 35.306739, -80.491775 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-07 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 552 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)550 545 540 535 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> SANDY LEAN CLAY (CL): stiff, light tan and brown, fine sand, dry - hard PARTIALLY WEATHERED ROCK sampled as SILTY GRAVEL (GM): very dense, light tan, with fine to coarse sand, dry (RESIDUAL) Auger refusal at 11.0 feet 550.1 543.0 1 2 3 4 5 2-5-6 8-15-25 43-50/6 50/5 50/3 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 3.9 11.0 Boring Location: 35.305607, -80.487660 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-08 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 554 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)550 545 540 535 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> Topsoil (Approximately 6 inches) SANDY LEAN CLAY (CL): stiff, brown and tan, with fractured rock, fine to medium sand, moist SANDY CLAY (CL): medium stiff, tan and orange, with trace of fractured rock, fine sand, moist - very stiff SANDY SILT (ML): hard, brown and gray, fine sand, moist PARTIALLY WEATHERED ROCK sampled as SANDY GRAVEL (GP): very dense, light gray and gray, fine to medium sand, dry SANDY SILT (ML): hard, brown and pink, fine sand, moist (RESIDUAL) Boring terminated at 15 feet 578.5 576.7 570.8 569.3 567.2 564.0 1 2 3 4 5 7 1-4-4 1-2-2 4-5-5 4-7-13 6-15-31 50/6 Sample 3 % Passing #200 seive: 63.2 Liquid Limit (LL): 36 Plastic Limit (PL): 22 Plasticity Index (PI): 14 No groundwater encountered at the time of drilling No groundwater encountered after 24 hours Consistency/Relative Density based on correction factor for automatic hammer 0.5 2.3 8.2 9.7 11.8 15.0 Boring Location: 35.305172, -80.499947 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-09 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 579 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)575 570 565 560 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> Topsoil (Approximately 7 inches) SILTY GRAVEL (GM): dense, light gray, orange, and tan, with fine to medium sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, tan, with fractured rock, fine sand, dry - 4" lense of lean clay (RESIDUAL) Auger refusal at 11.0 feet 582.5 580.0 572.0 1 2 3 4 5 9-12-12 6-50/4 50/5 32-18-50/6 32-50/4 Bulk sample 0-5' % Passing #200 seive: 62.7 Liquid Limit (LL): 35 Plastic Limit (PL): 26 Plasticity Index (PI): 9 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer No groundwater encountered after 24 hours 0.5 3.0 11.0 Boring Location: 35.304056, -80.496807 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-10 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 583 1 2 3 4 Date Drilled: 7/24/17 ELEVATION (ft)580 575 570 565 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> >> SANDY ELASTIC SILT (MH): stiff, orange, with fractured rock, fine sand, moist -very stiff - hard, with fractured rock PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, light tan and light orange, fine sand, dry - 3" lense of elastic silt at approximately 7.6' (RESIDUAL) Boring terminated at 15 feet 576.0 568.0 1 2 3 4 5 7 5-5-2 3-8-13 13-25-25 13-20-50/5 15-28-43 10-50/6 Sample 1 % Passing #200 seive: 65.7 Liquid Limit (LL): 68 Plastic Limit (PL): 42 Plasticity Index (PI): 26 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 7.0 15.0 Boring Location: 35.303126, -80.492721 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-11 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 583 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)580 575 570 565 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> Topsoil (Approximately 4 inches) LEAN CLAY WITH SAND (CL): very stiff, light tan and orange, fine sand, dry - hard PARTIALLY WEATHERED ROCK sampled as SILTY SAND (SM): very dense, tan, with fractured rock, fine to medium sand, dry SANDY SILT (ML): hard, gray and orange, with trace of fractured rock, with thin lenses of elastic silt, fine sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, gray and orange, with trace of fractured rock, with thin lenses of elastic silt, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 569.7 563.2 562.0 557.0 555.0 1 2 3 4 5 7 1-3-10 32-50/6 8-50/5.5 37-50/6 14-39-33 50/5 No groundwater encountered at the time of drilling No groundwater encountered after 24 hours Consistency/Relative Density based on correction factor for automatic hammer 0.3 6.8 8.0 13.0 15.0 Boring Location: 35.303695, -80.488070 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-12 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 570 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)570 565 560 555 550 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> >> >> Topsoil (Approximately 8 inches) LEAN CLAY WITH SAND (CL): stiff, light orange and tan, fine sand, moist - very stiff, with 4" lense of clay at approximately 3.6' SANDY SILT (ML): hard, light gray and orange, with fractured rock, fine sand, moist PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, light gray and orange, with fractured rock, fine sand, moist (RESIDUAL) Boring terminated at 15 feet 573.3 570.0 561.5 559.0 1 2 3 4 5 7 2-4-5 5-5-10 6-10-13 13-19-28 11-18-31 45-50/5 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.7 4.0 12.5 15.0 Boring Location: 35.301924, -80.499804 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-13 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 574 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)570 565 560 555 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> Topsoil (Approximately 4 inches) LEAN CLAY WITH SAND (CL): stiff, light orange and tan, fine, dry - hard SANDY SILT (ML): hard, light orange and tan, fine sand, dry - with fractured rock PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, light orange and tan, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 561.7 558.5 548.8 547.0 1 2 3 4 5 7 3-6-6 9-12-19 5-23-47 13-15-17 7-10-17 31-50/6 No groundwater encountered at the time of drilling No groundwater encountered after 24 hours Consistency/Relative Density based on correction factor for automatic hammer 0.3 3.5 13.2 15.0 Boring Location: 35.301062, -80.496348 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-14 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 562 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)560 555 550 545 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> Topsoil (Approximately 8 inches) LEAN CLAY WITH SAND (CL): very stiff, orange and gray, with fractured rock, fine sand, moist - hard PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): very stiff, orange and gray, with fractured rock, fine sand, moist (RESIDUAL) Auger refusal at 7.5 feet 574.3 570.0 567.5 1 2 3 4 1-4-9 8-10-25 21-50/6 19-50/5 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.7 5.0 7.5 Boring Location: 35.300945, -80.493269 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-15 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 575 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)575 570 565 560 555 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> Topsoil (Approximately 3 inches) LEAN CLAY WITH SAND (CL): very soft, orange and tan, fine sand, moist - stiff - very stiff, with fractured rock - hard SANDY SILT (ML): hard, light gray and light tan, fine sand, moist - dry (RESIDUAL) Boring terminated at 15 feet 570.7 562.3 556.0 1 2 3 4 5 7 4-1-1 3-4-6 8-8-11 6-16-17 16-16-32 10-27-35 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.3 8.7 15.0 Boring Location: 35.300729, 489068 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-16 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 571 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)570 565 560 555 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> LEAN CLAY WITH SAND (CL): very stiff, dark brown, tan, and orange, with fractured rock, fine sand, dry - hard PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, dark brown, tan, and orange, with fractured rock, fine to coarse sand, dry (RESIDUAL) Auger refusal at 5.0 feet 571.8 571.0 1 2 3 4-6-8 10-13-20 14-50/6 Bulk sample 0-5' % Passing #200 seive: 76.4 Liquid Limit (LL): 44 Plastic Limit (PL): 23 Plasticity Index (PI): 21 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 4.2 5.0 Boring Location: 35.298492, -80.495790 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-17 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 576 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)575 570 565 560 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> Topsoil (Approximately 10 inches) LEAN CLAY WITH SAND (CL): medium stiff, light orange, with trace of gravel, fine sand, moist SANDY SILT (ML): stiff, orange and light orange, fine sand, moist - hard PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, light tan, with thin lenses of elastic silt, with fractured rock, fine sand, moist (RESIDUAL) Boring terminated at 15 feet 554.2 552.9 543.5 540.0 1 2 3 4 5 7 2-2-3 3-3-5 7-9-16 29-27-36 26-22-30 50/5 Sample 1 % Passing #200 seive: 75.5 Liquid Limit (LL): 46 Plastic Limit (PL): 25 Plasticity Index (PI): 21 No groundwater encountered at the time of drilling No groundwater encountered after 24 hours Consistency/Relative Density based on correction factor for automatic hammer 0.8 2.1 11.5 15.0 Boring Location: 35.297954, -80.490869 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-18 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 555 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)555 550 545 540 535 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> Topsoil (Approximately 3 inches) LEAN CLAY WITH SAND (CL): very stiff, tan and light gray, fine sand, dry - hard PARTIALLY WEATHERED ROCK sampled as SILTY GRAVEL (GM): very dense, light orange and light gray, fine sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, tan, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 556.7 551.0 549.0 542.0 1 2 3 4 5 7 2-8-9 5-11-15 16-32-40 50/5 16-34-50/6 50/4 Sample 2 % Passing #200 seive: 66.4 Liquid Limit (LL): 45 Plastic Limit (PL): 30 Plasticity Index (PI): 15 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.3 6.0 8.0 15.0 Boring Location: 35.295936, -80.497654 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-19 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 557 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)555 550 545 540 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> >> Topsoil (Approximately 5 inches) LEAN CLAY WITH SAND (CL): stiff, tan, fine sand, moist SANDY SILT (ML): very stiff, gray and tan, with fractured rock, fine sand, moist PARTIALLY WEATHERED ROCK sampled as SILTY GRAVEL (GM): very dense, tan, with fine to coarse sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, tan and light gray, with trace of fractured rock, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 554.5 553.1 550.9 549.0 540.0 1 2 3 4 5 7 2-3-4 4-9-11 23-50/6 17-31-50/4 25-35-50/5 50/2 Sample 3 % Passing #200 seive: 16.0 Liquid Limit (LL): 38 Plastic Limit (PL): 29 Plasticity Index (PI): 9 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.5 1.9 4.1 6.0 15.0 Boring Location: 35.296193, -80.494269 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-20 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 555 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)555 550 545 540 535 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> >> LEAN CLAY WITH SAND (CL): very stiff, tan and orange, fine sand, dry - hard PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, tan, fine sand, dry LEAN CLAY WITH SAND (CL): hard, tan and orange, fine sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, tan, fine sand, dry (RESIDUAL) - conatains fractured rock at 14.7' Boring terminated at 15 feet 543.0 541.0 537.2 534.0 1 2 3 4 5 7 5-7-8 8-11-12 15-21-23 50/5 12-20-21 50/5 Bulk sample 0-5' % Passing #200 seive: 84.8 Liquid Limit (LL): 35 Plastic Limit (PL): 20 Plasticity Index (PI): 15 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 6.0 8.0 11.8 15.0 Boring Location: 35.293005, -80.498284 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-21 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 549 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)545 540 535 530 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> FAT CLAY WITH SAND (CH): stiff, tan and orange, with trace of fractured rock, fine sand, moist - very stiff - hard - 5" layer of fractured rock at 7.8' SANDY SILT (ML): hard, green and dark brown, fine sand, moist (RESIDUAL) Auger refusal at 11.0 feet 543.7 541.0 1 2 3 4 5 4-4-4 5-6-9 5-8-10 9-18-25 8-11-13 Bulk sample 0-5' % Passing #200 seive: 73.3 Liquid Limit (LL): 69 Plastic Limit (PL): 30 Plasticity Index (PI): 39 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 8.3 11.0 Boring Location: 35.293868, -80.496450 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-22 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 552 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)550 545 540 535 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17 Topsoil (Approximately 9 inches) SILTY SAND (SM): medium dense, tan and dark brown, with fractured rock, fine sand, dry - dense - very dense - with thin lense of elastic clay (RESIDUAL) Boring terminated at 15 feet 564.2 550.0 1 2 3 4 5 7 4-8-8 12-13-13 7-14-25 14-19-31 21-37-31 13-35-50/6 Sample 2 % Passing #200 seive: 17.1 Nonplastic No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.8 15.0 Boring Location: 35.287911, -80.504850 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-23 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 565 1 2 3 4 Date Drilled: 7/25/17 ELEVATION (ft)565 560 555 550 545 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> SANDY FAT CLAY (CH): stiff, orange, fine sand, dry - very stiff - hard PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, tan and orange, with fractured rock, fine sand, dry (RESIDUAL) Auger refusal at 10.0 feet 526.0 524.0 1 2 3 4 5 4-4-6 8-10-11 6-13-25 22-33-25 50/5 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 8.0 10.0 Boring Location: 35.290913, -80.501289 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-24 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 534 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)530 525 520 515 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> SANDY FAT CLAY (CH): stiff, orange and tan, fine sand, dry - hard PARTIALLY WEATHERED ROCK sampled as SANDY GRAVEL (GP): very dense, tan and brown, fine sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, tan and orange, with trace of fractured rock, fine sand, dry (RESIDUAL) Auger refusal at 10.0 feet 540.6 537.0 535.0 1 2 3 4 5 3-4-5 11-22-33 13-50/5 50/5 50/5 Sample 1 % Passing #200 seive: 69.8 Liquid Limit (LL): 51 Plastic Limit (PL): 20 Plasticity Index (PI): 31 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 4.4 8.0 10.0 Boring Location: 35.292087, -80.496913 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-25 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 545 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)545 540 535 530 525 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> >> Topsoil (Approximately 6 inches) SANDY SILT (ML): stiff, orange and tan, fine sand, moist - very stiff PARTIALLY WEATHERED ROCK sampled as SANDY GRAVEL (GP) WITH SILT: very dense, light tan, fine sand, dry SANDY SILT (ML): hard, light tan and dark brown, with fractured rock, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 559.5 553.9 551.7 545.0 1 2 3 4 5 7 4-5-7 6-7-9 6-6-7 21-50/6 3-13-15 50/5 Sample 4 % Passing #200 seive: 22.3 Liquid Limit (LL): 38 Plastic Limit (PL): 29 Plasticity Index (PI): 9 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.5 6.1 8.3 15.0 Boring Location: 35.289186, -80.504794 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-26 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 560 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)560 555 550 545 540 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> Topsoil (Approximately 8 inches) SANDY SILT (ML): stiff, orange, fine sand, dry - very stiff - hard PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, brown & tan, with fractured rock, fine sand, dry (RESIDUAL) Auger refusal at 12.0 feet 530.3 521.0 519.0 1 2 3 4 5 3-4-4 4-5-8 7-13-15 10-23-36 22-43-34 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.7 10.0 12.0 Boring Location: 35.289547, -80.500506 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-27 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 531 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)530 525 520 515 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> Topsoil (Approximately 2 inches) SANDY SILT (ML): very stiff, orange, fine sand, dry SANDY SILT (ML): hard, orange and light gray, with fractured rock, fine sand, moist PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, orange and light gray, with fractured rock, fine sand, moist (RESIDUAL) Boring terminated at 15 feet 524.8 522.8 513.2 510.0 1 2 3 4 5 6 5-6-7 11-12-16 23-20-21 11-15-21 8-23-18 50/4 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.2 2.2 11.8 15.0 Boring Location: 35.290293, -80.498349 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-28 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 525 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)525 520 515 510 505 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> Topsoil (Approximately 10 inches) SANDY CLAY (CH): stiff, tan, orange, and light gray, fine sand, moist SANDY SILT (ML): hard, light tan, fine sand, dry - hard seam of partially weathered rock from 5.0' to 6.0' SILT WITH SAND (ML): hard, light tan and light orange, fine sand, dry PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, light tan, with fractured rock, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 581.1 579.7 574.1 568.0 567.0 1 2 3 4 5 7 3-4-4 6-13-31 27-50/5 14-19-29 8-15-19 23-50/5 Sample 1 % Passing #200 seive: 83.2 Liquid Limit (LL): 56 Plastic Limit (PL): 32 Plasticity Index (PI): 24 Sample 5 % Passing #200 seive: 78.2 Nonplastic No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.9 2.3 7.9 14.0 15.0 Boring Location: 35.287443, -80.508045 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-29 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 582 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)580 575 570 565 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> Topsoil (Approximately 14 inches) SANDY SILT (ML): medium stiff, orange, fine sand, dry - stiff - hard, with fractured rock PARTIALLY WEATHERED ROCK sampled as SILTY SAND (SM): very dense, orange and dark brown, with fractured rock, fine sand, dry PARTIALLY WEATHERED ROCK sampled asSANDY SILT (ML): hard, orange and dark brown, with trace of fractured rock, fine sand, dry (RESIDUAL) Auger refusal at 11.0 feet 559.8 555.0 552.9 550.0 1 2 3 4 5 1-2-2 2-4-8 19-33-19 17-50/5 16-20-32 Sample 5 % Passing #200 seive: 60.7 Nonplastic No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 1.2 6.0 8.1 11.0 Boring Location: 35.287900, -80.506277 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-30 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 561 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)560 555 550 545 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> Topsoil (Approximately 4 inches) ELASTIC SILT WITH SAND (MH): very soft, orange and tan, fine sand, moist SANDY SILT (ML): hard, brown and tan, fine sand, moist PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, brown and tan, fine sand, moist (RESIDUAL) Boring terminated at 15 feet 545.7 542.0 539.0 531.0 1 2 3 4 5 7 2-1-1 1-1-1 7-11-18 10-25-50/5 30-50/5 50/5 Bulk sample 0-5' % Passing #200 seive: 83.1 Liquid Limit (LL): 51 Plastic Limit (PL): 29 Plasticity Index (PI): 22 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.3 4.0 7.0 15.0 Boring Location: 35.287728, -80.501582 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-31 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 546 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)545 540 535 530 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> ELASTIC SILT WITH SAND (MH): stiff, orange, fine sand, dry - hard PARTIALLY WEATHERED ROCK sampled as SANDY SILT (ML): hard, gray and orange, with fractured rock, fine sand, dry (RESIDUAL) Boring terminated at 15 feet 536.5 527.0 1 2 3 4 5 7 4-4-4 8-12-30 15-40-50/3 17-50/6 22-50/5 50/6 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 5.5 15.0 Boring Location: 35.287921, -80.499932 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-32 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 542 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)540 535 530 525 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> >> Topsoil (Approximately 8 inches) ELASTIC SILT WITH SAND (MH): stiff, orange, fine sand, dry SANDY SILT (ML): hard, light tan, with gravel, fine sand, dry PARTIALLY WEATHERED ROCK sampled as SILTY SAND (SM): very dense, light tan, with fractured rock, fine sand, dry (RESIDUAL) Auger refusal at 11.0 feet 560.2 557.9 556.2 550.0 1 2 3 4 5 4-5-5 6-20-30 27-50/5 50/6 50/4 Sample 5 % Passing #200 seive: 37.1 Liquid Limit (LL): 37 Plastic Limit (PL): 27 Plasticity Index (PI): 10 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.8 3.1 4.8 11.0 Boring Location: 35.285497, -80.505198 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-33 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 561 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)560 555 550 545 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17>> >> >> Topsoil (Approximately 3 inches) ELASTIC SILT WITH SAND (MH): stiff, orange, fine sand, dry - very stiff - hard - very stiff - hard (RESIDUAL) Auger refusal at 11.0 feet 556.7 546.0 1 2 3 4 5 4-4-4 4-9-10 8-13-14 5-6-11 11-14-33 No groundwater encountered at the time of drilling Consistency/Relative Density based on correction factor for automatic hammer 0.3 11.0 Boring Location: 35.286713, -80.502844 Split SpoonBLOWSPER INCREMENTGROUNDWATER LEVEL IN THE BOREHOLE UNCONFINED COMPRESSIVE STRENGTH ESTIMATE FROM POCKET PENETROMETER TEST SOIL DESCRIPTION REMARKS N-VALUE % MOISTURE Qu GRAPHICEquipment Used: Geoprobe 7822 DT (Trackmount) SAMPLE TYPE LOG OF BORING Project Number: RD170385 DEPTH (ft)DEPTH (ft)SAMPLE TYPEREMARKS GRAPHIC5 10 15 STANDARD PENETRATION RESISTANCE (AASHTO T-206) PERCENT NATURAL MOISTURE CONTENT SOIL DESCRIPTION Drilling Method: Hollow Stem Auger REC RQD UDSAMPLE NO.UNDISTURBED RECOVERY ROCK QUALITY DESIGNATION N-Value Atterberg Limits Project Location: Concord, NC Drill Crew: ZC, ABHammer Type: Automatic Designation: B-34 Project Name: McBride Solar Farm Sheet 1 of 1 N-Value 20 40 60 80 10 20 30 40 Surface Elevation: 557 1 2 3 4 Date Drilled: 7/26/17 ELEVATION (ft)555 550 545 540 % Moisture 20 40 60 80 610 Spring Branch Road Dunn, NC 28334 Office: 910-292-2085 Fax: 910-292-2087 www.BuildingAndEarth.com 10 20 30 40 Weather Conditions: Qu (tsf) 1 2 3 4 Atterberg Limits Qu (tsf) Logged By: W. Bailey Birmingham, AL Huntsville, AL Auburn, AL Montgomery, AL Columbus, GA Raleigh, NC Tulsa, OK Little Rock, AR Springdale, AR New Orleans, LA Louisville, KYLOG OF BORING 2 XMCBRIDE SOLAR BL'S.GPJ BESI.GDT 9/25/17 LABORATORY TEST PROCEDURES A brief description of the laboratory tests performed is provided in the following sections. DESCRIPTION OF SOILS (VISUAL-MANUAL PROCEDURE) (ASTM D2488) The soil samples were visually examined by our engineer and soil descriptions were provided. Representative samples were then selected and tested in accordance with the aforementioned laboratory-testing program to determine soil classifications and engineering properties. This data was used to correlate our visual descriptions with the Unified Soil Classification System (USCS). POCKET PENETROMETER Pocket Penetrometer tests were performed on cohesive soil samples. The pocket penetrometer provides a consistency classification, and an indication of the soils unconfined compressive strength (Qu). NATURAL MOISTURE CONTENT (ASTM D2216) Natural moisture contents (M%) were determined on selected samples. The natural moisture content is the ratio, expressed as a percentage, of the weight of water in a given amount of soil to the weight of solid particles. ATTERBERG LIMITS (ASTM D4318) The Atterberg Limits test was performed to evaluate the soil’s plasticity characteristics. The soil Plasticity Index (PI) is representative of this characteristic and is bracketed by the Liquid Limit (LL) and the Plastic Limit (PL). The Liquid Limit is the moisture content at which the soil will flow as a heavy viscous fluid. The Plastic Limit is the moisture content at which the soil is between “plastic” and the semi-solid stage. The Plasticity Index (PI = LL - PL) is a frequently used indicator for a soil’s potential for volume change. Typically, a soil’s potential for volume change increases with higher plasticity indices. MATERIAL FINER THAN NO. 200 SIEVE BY WASHING (ASTM D1140) Grain-size tests were performed to determine the partial soil particle size distribution. The amount of material finer than the openings on the No. 200 sieve (0.075 mm) was determined by washing soil over the No. 200 sieve. The results of wash #200 tests are presented on the boring logs included in this report and in the table of laboratory test results. EXPANSION INDEX OF SOILS (ASTM D4829) The expansion index of the soils was determined to provide an indication of the swelling potential of a compacted soil. The test method is not used to duplicate any particular field conditions such as soil density, water content, loading, in-place soil structure, or soil water chemistry, but rather it is used to provide a qualitative classification of potential expansion in the soil. The following table provides a qualitative expression of the expansion index. Expansion Index, EI Potential Expansion 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High >130 Very High STANDARD PROCTOR COMPACTION TEST (ASTM D698) Standard Proctor compaction tests were performed to determine the maximum dry density and optimum moisture content for the soil, for use as a comparative basis during fill placement. The Standard Proctor test consists of the compaction of soil with known moisture content into a steel mold of fixed height and diameter. The soil is compacted in the mold in three lifts of equal volume using a 5.5 lb. manual hammer with a 12-inch free fall, to produce a consistent compactive effort. The test procedure is repeated on samples at several different moisture contents until a curve showing the relationship between moisture content and dry density of the soil is established. From this curve, the maximum dry density (peak density value) and optimum moisture content (moisture content correlating to the maximum dry density) are obtained. ONE-DIMENSTIONAL SWELL TEST (ASTM D4546) One-dimensional swell tests are performed on relatively undisturbed samples extruded from samples collected during the field exploration. The one-dimensional swell test provides indication of the potential vertical rise (PVR) due to swelling of subgrade soils with additional moisture content. The sample was trimmed and placed in a consolidometer where a seating load was applied. The consolidometer restrains lateral movement of the soil. The sample is provided access to free water and allowed to swell under the seating load. The expansion (swell) of the soil is recorded for the duration of the saturation period. A summary of the results from the Swell tests are presented later in the Appendix. UNCONFINED COMPRESSION TEST ON SOIL SAMPLES (ASTM D2166) Unconfined compressive strength tests are performed on relatively undisturbed samples extruded from Shelby tubes. The unconfined compressive strength test provides indication of the approximate strength of cohesive soils in terms of total stresses. A tube sample is extruded and trimmed square to prepare a specimen with length to diameter ratio between 2.0 and 2.5. The specimen is placed in a loading device and subjected to a uniaxial compressive load. Load and deformation readings were recorded during each test. The sample is loaded until the load values decrease with increasing strain, or until the sample has experienced 15% strain. The unconfined compressive strength (Qu) is reported as the maximum stress value or stress value recorded at 15% strain, whichever occurred first. TRIAXIAL SHEAR TEST (CONSOLIATED-UNDRAINED) (ASTM D4767) Triaxial Shear tests are used to determine the shear strength of soil samples under various loading conditions. A consolidated-undrained triaxial shear test was completed on a relatively undisturbed sample extruded from a Shelby tube. The data from this test was used in analyzing the shear strength parameters of the soil. Portions of the samples were placed in six (6) inch long tube molds and then subjected to deviator stresses at different confining pressures. The various confining pressures help determine the shear strength of the soil at different depths. LABORATORY SOIL RESISTIVITY (ASTM G57) Soil resistivity testing is performed in the lab to determine the soils resistance to electrical current. Resistivity measurements were recorded using a Miller 400A analog resistance meter. The Wenner four-electrode soil resistivity method (ASTM G57) was performed using the Miller Soil Box. The field resistivity results ate presented in a table later in the Appendix. LABORATORY SOIL THERMAL RESISTIVITY (ASTM 5334) Laboratory soil thermal resistivity testing is performed for remolded soil specimens using a consistent density and variable moisture contents. Thermal resistivity measurements were made for each soil in a dry condition (0 percent moisture), 50 percent of the materials optimum moisture content, and 100% of the materials optimum moisture content. The varied moisture condition provides the reduction of thermal capacity of the soil, as the moisture condition of the sample is increased. LABORATORY TEST RESULTS The results of the laboratory testing are presented in the following tables. Boring or Test Pit Location Sample Depth (ft) LL PL PI % Passing #200 Sieve Moisture Content (%) B-01 0-2 40 23 17 25.1 15.8 B-01 2-4 - - - - 4.6 B-01 4-6 37 26 11 21.3 7.6 B-02 0-2 47 27 20 82.7 15.3 B-02 0-5 57 22 35 78.2 17.6 B-02 13-15 - - - - 8.0 B-04 0-2 39 21 18 64.6 16.2 B-04 4-6 - - - - 4.3 B-05 0-2 50 29 21 33.2 9.5 B-05 6-8 - - - - 14.2 B-06 2-4 45 27 18 42.1 9.6 B-07 8-10 - - - - 5.2 B-09 4-6 36 22 14 63.2 23.6 B-09 13-15 - - - - 13.2 B-10 0-5 35 26 9 62.7 6.1 B-11 0-2 68 42 26 65.7 30.4 B-13 0-2 - - - - 26.5 B-14 4-6 - - - - 13.2 B-15 2-4 - - - - 9.8 B-16 8-10 - - - - 9.7 B-17 0-5 44 23 21 76.4 14.0 B-17 2-4 - - - - 15.3 B-18 0-2 46 25 21 75.5 17.6 B-19 4-6 - - - - 10.0 B-19 8-10 - - - - 9.8 B-20 0-2 - - - - 12.4 B-20 4-6 38 29 9 16.0 5.9 B-21 0-5 35 20 15 84.8 12.2 B-22 0-5 69 30 39 73.3 24.2 B-23 0-2 - - - - 13.0 B-23 2-4 NP NP NP 17.1 8.8 B-24 4-6 - - - - 17.9 Boring or Test Pit Location Sample Depth (ft) LL PL PI % Passing #200 Sieve Moisture Content (%) B-25 0-2 51 20 31 69.8 17.3 B-25 2-4 - - - - 12.6 B-26 4-6 - - - - 23.6 B-26 6-8 38 29 9 22.3 5.2 B-27 2-4 - - - - 23.0 B-28 0-2 - - - - 15.6 B-29 0-2 56 32 24 83.2 22.5 B-29 8-10 NP NP NP 78.2 18.4 B-30 8-10 NP NP NP 60.7 16.8 B-31 0-5 51 29 22 83.1 18.1 B-32 2-4 - - - - 25.1 B-33 8-10 37 27 10 37.1 4.7 Table A-1: General Soil Classification Test Results Soils with a Liquid Limit (LL) greater than 50 and Plasticity Index (PI) greater than 25 usually exhibit significant volume change with varying moisture content and are considered to be highly plastic. Soils with a LOI value greater than 3 percent are usually not suitable for supporting building and pavement sections. Sample Classification Expansion Index Value Expansion Classification Collapse Potential (%) B-2 (0-5.0 feet) CL 27.3 Low 0.01 B-10 (0-5 feet) ML 45.7 Low -1.02 B-17 (0-5 feet) CL 57.7 Medium -0.83 B-21 (0-5 feet) CL 63.7 Medium 0.18 B-22 (0-5 feet) CH 64.2 Medium 1.18 B-31 (0-5 feet) MH 79.3 Medium -0.03 Table A-2: Collapse Potential & Expansion Index Test Results Boring No. Sample Depth (ft) USCS Classification Unconfined Compressive Strength (psf) Strain at Failure (%) B-22 1.5-3.5 CH 1,685 4.8 B-11 0.5-2.5 MH 2,448 4.9 B-13 1.0-3.0 CL 5,285 3.3 B-09 3.0-5.0 CL 1,584 4.2 B-32 0.5-2.5 MH 6,437 3.8 B-31 2.0-4.0 MH 1,598 6.4 Table A-3: Unconfined Compression Test of Soil Results Boring No. Sample Depth (ft) USCS Classification ɸ, Degrees C, Cohesion (psf) B-22 1.5-3.5 CH 31.2 144 B-11 0.5-2.5 MH 23.1 207 B-13 1.0-3.0 CL 29.7 122 Table A-4: Triaxial Shear Test of Soil Results Boring No. Resistance (ohms) Thermal Conductivity (RHO) Temperature (°C) Resistivity (ohm-cm) B-01 2.1 87 25.4 8,043 B-13 4.7 69 26.2 18,002 B-11 1.0 65 25.0 3,830 B-08 3.7 58 26.9 14,172 B-19 1.1 69 25.9 4,213 B-34 7.0 69 28.0 26,811 Table A-5: Field Resistivity of Soil Results Table A-6: Laboratory Thermal Resistivity Plots Sample Classification % Passing #200 Maximum Dry Density (pcf) Optimum Moisture Content (%) B-2 (0-5.0 feet) CH 78.2 106.9 18.9 B-10 (0-5 feet) CL 62.7 116.0 10.5 B-17 (0-5 feet) CL 76.4 111.0 13.5 B-21 (0-5 feet) CL 84.8 105.1 17.3 B-22 (0-5 feet) CH 82.0 100.1 19.0 B-31 (0-5 feet) MH/ML 83.1 102.8 20.0 Table A-7: Moisture Density Relationships Supporting Laboratory Data 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net DCN: Data Transmittal Letter Date: 1/28/05 Rev.: 1 August 30, 2017 Project No R-2017-798-001 Mr. Kurt Miller Building & Earth Sciences, LLC 610 Spring Branch Road Dunn, NC 28334 Transmittal Laboratory Test Results Concord Solar Farm – RD170385 Please find attached the laboratory test results for the above referenced project. The tests were outlined on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was performed in general accordance with the methods listed on the enclosed data sheets. The test results are believed to be representative of the samples that were submitted for testing and are indicative only of the specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no position with regard to the nature of the test results, i.e. pass/fail and no claims as to the suitability of the material for its intended use. The test data and all associated project information provided shall be held in strict confidence and disclosed to other parties only with authorization by our Client. The test data submitted herein is considered integral with this report and is not to be reproduced except in whole and only with the authorization of the Client and Geotechnics. The remaining sample materials for this project will be retained for a minimum of 90 days as directed by the Geotechnics’ Quality Program. We are pleased to provide these testing services. Should you have any questions or if we may be of further assistance, please contact our office. Respectively submitted, Geotechnics, Inc. Michael P. Smith Regional Manager We understand that you have a choice in your laboratory services and we thank you for choosing Geotechnics. 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-22 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 1.5-3.5 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-001 Visual ORANGE/GRAY silty clay INITIAL SAMPLE DIMENSIONS WATER CONTENT AFTER TEST Length 1(in) 6.078 Top Dia. (in) 2.839 Tare No. TB-06 Length 2(in) 6.087 Mid. Dia. (in) 2.828 Wt. Tare + WS.(g) 732.37 Length 3(in) 6.053 Bot. Dia. (in) 2.837 Wt. Tare + DS.(g) 635.82 Avg.Length(in) 6.073 Area (in 2) 6.311 Wt. of Tare(g)134.71 % Moisture 19.27 UNIT WEIGHT Wt. Tube & WS.(g)1306.5 Sample Volume(cc)628.0 Wt. Of Tube(g)0.0 Unit Wet Wt.(g/cc)2.08 Wt. Of WS.(g)1306.54 Unit Wet Wt.(pcf)129.82 Diameter (in)2.83 Moisture Content, %19.27 Length (in)6.07 Unit Dry Wt.(pcf)108.85 Length (cm)15.42 ELECTRONIC DEVICE DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs) (min.) (%) (psi) 0.000 0.0 0.00 0.00 0.00 0.003 4.1 0.05 0.04 0.64 0.006 9.6 0.10 0.10 1.53 0.007 9.7 0.12 0.12 1.54 0.012 13.2 0.20 0.19 2.08 0.013 12.9 0.22 0.22 2.04 0.015 15.0 0.25 0.24 2.38 0.019 18.3 0.32 0.32 2.89 0.024 20.0 0.40 0.40 3.16 0.029 23.1 0.48 0.47 3.64 0.033 25.1 0.55 0.55 3.96 0.040 27.6 0.65 0.66 4.34 0.044 28.2 0.73 0.73 4.44 0.049 31.4 0.82 0.81 4.94 0.054 33.3 0.88 0.89 5.24 0.058 34.1 0.97 0.96 5.35 0.067 37.6 1.12 1.11 5.90 0.079 42.0 1.32 1.31 6.56 0.086 44.2 1.42 1.41 6.90 0.098 48.0 1.62 1.61 7.48 0.146 57.2 2.43 2.40 8.85 0.200 72.1 3.33 3.29 11.04 0.254 77.1 4.23 4.19 11.70 0.297 70.7 4.93 4.89 10.66 0.393 43.2 6.55 6.47 6.41 0.498 19.5 8.30 8.20 2.83 0.530 15.4 8.83 8.73 2.23 Tested By MY Date 8/9/17 Input Checked By SFS Date 8/10/17 page 1 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-001 GEOJAC_UC1.xlsm]Stress-Strain 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-22 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 1.5-3.5 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-001 Visual ORANGE/GRAY silty clay Tested By MY Date 8/9/17 Approved By SFS Date 8/10/17 page 2 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-001 GEOJAC_UC1.xlsm]Stress-Strain 0 2 4 6 8 10 12 14 0 5 10 15 20 25Stress (psi)Strain (%) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft):1.5-3.5 Project No.:R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-001 a =2.41 C =3.03 α =31.2 Φ =37.35 Tested By: AF Date: 8/14/17 Approved By: MPS Date: 8/29/17 page 1 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 30 35 40 0 102030405060Q, (psi)P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3 α 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft):1.5-3.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-001 Visual Description: RED SILTY CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:AF Date:8/14/17 Approved By: MPS Date:8/29/17 page 2 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 10 20 30 40 50 60 0 102030405060τ(psi)σ (psi) c = Φ = 1.39 35.27 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft):1.5-3.5 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-001 Visual Description: RED SILTY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 6.233 Diameter 1: 2.850 PRESSURES (psi)Length 2: 6.330 Diameter 2: 2.885 Length 3: 6.163 Diameter 3: 2.847 Cell Pressure (psi)53.5 Avg. Length:6.242 Avg. Diam.:2.861 Back Pressure (psi)50.0 Eff. Conf. Pressure (psi) 3.5 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)97 Final Burette Reading (ml)19.9 Final Change (ml)4.1 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)101 P =8.35 Dial Reading After Saturation (mil) 181 Q =7.48 Dial Reading After Consolidation (mil)199 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 9.3 0.000 50.0 10.3 0.001 50.0 10.9 0.003 50.0 27.4 0.009 51.0 32.2 0.015 51.5 30.6 0.021 51.9 36.4 0.031 52.2 42.3 0.039 52.4 46.9 0.052 52.6 62.6 0.073 52.7 104.2 0.103 52.6 160.4 0.140 51.5 165.9 0.147 51.2 171.3 0.153 51.0 173.6 0.159 50.8 177.6 0.162 50.7 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 3 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft):1.5-3.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-001 Visual Description: RED SILTY CLAY (UNDISTURBED) Effective Confining Pressure (psi)3.5 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 6.24 Volume After Consolidation (in3)38.33 Initial Sample Diameter (in)2.86 Length After Consolidation (in)6.14 Initial Sample Area (in2)6.43 Area After Consolidation (in2)6.238 Initial Sample Volume (in3)40.12 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.01 0.16 0.06 3.60 3.4 1.046 0.39 3.52 0.08 0.05 0.25 0.07 3.69 3.4 1.074 0.26 3.56 0.13 0.15 2.89 0.99 5.40 2.5 2.152 0.35 3.96 1.45 0.24 3.66 1.57 5.59 1.9 2.888 0.44 3.77 1.83 0.34 3.39 1.92 4.98 1.6 3.148 0.58 3.28 1.70 0.50 4.32 2.22 5.60 1.3 4.378 0.53 3.44 2.16 0.63 5.26 2.46 6.30 1.0 6.028 0.48 3.67 2.63 0.84 5.98 2.61 6.87 0.9 7.668 0.45 3.88 2.99 1.19 8.44 2.78 9.17 0.7 12.609 0.34 4.95 4.22 1.68 14.95 2.62 15.83 0.9 18.015 0.18 8.35 7.48 2.29 23.67 1.52 25.65 2.0 12.912 0.07 13.82 11.83 2.39 24.51 1.28 26.74 2.2 12.005 0.05 14.48 12.26 2.49 25.32 1.09 27.73 2.4 11.504 0.04 15.07 12.66 2.58 25.65 0.82 28.34 2.7 10.553 0.03 15.51 12.83 2.64 26.26 0.72 29.05 2.8 10.432 0.03 15.92 13.13 page 4 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft):1.5-3.5 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-001 Visual Description: RED SILTY CLAY (UNDISTURBED) Stage No.2 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.982 Diameter 1: 2.850 PRESSURES (psi)Length 2: 5.982 Diameter 2: 2.872 Length 3: 5.982 Diameter 3: 2.847 Cell Pressure (psi)57.6 Avg. Length 5.982 Avg. Diam.:2.856 Back Pressure (psi)50.7 Eff. Conf. Pressure (psi) 6.9 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)97 Final Burette Reading (ml)20.6 Final Change (ml)3.4 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)199 P =20.36 Dial Reading After Saturation (mil) 199 Q =15.79 Dial Reading After Consolidation (mil)199 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 13.9 0.000 50.7 24.6 0.001 51.0 38.5 0.002 51.4 84.5 0.007 52.5 119.7 0.013 53.0 155.8 0.018 53.3 196.8 0.027 53.3 216.4 0.036 53.0 230.8 0.047 52.4 244.7 0.068 51.6 259.1 0.098 50.5 262.2 0.102 50.4 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 5 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft):1.5-3.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-001 Visual Description: RED SILTY CLAY (UNDISTURBED) Effective Confining Pressure (psi)6.9 Stage No.2 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.98 Volume After Consolidation (in3)38.12 Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.98 Initial Sample Area (in2)6.41 Area After Consolidation (in2)6.372 Initial Sample Volume (in3)38.33 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.01 1.68 0.33 8.20 6.5 1.257 0.20 7.37 0.84 0.03 3.85 0.70 10.01 6.2 1.626 0.19 8.08 1.93 0.12 11.06 1.74 16.17 5.1 3.164 0.16 10.64 5.53 0.22 16.56 2.28 21.14 4.6 4.621 0.14 12.86 8.28 0.31 22.20 2.54 26.51 4.3 6.150 0.12 15.41 11.10 0.45 28.56 2.58 32.83 4.3 7.686 0.09 18.55 14.28 0.60 31.58 2.29 36.15 4.6 7.915 0.07 20.36 15.79 0.79 33.77 1.73 38.90 5.1 7.588 0.05 22.01 16.89 1.14 35.80 0.89 41.77 6.0 7.002 0.03 23.87 17.90 1.64 37.85 -0.19 44.90 7.0 6.370 -0.01 25.97 18.93 1.70 38.30 -0.34 45.50 7.2 6.325 -0.01 26.34 19.15 page 6 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft):1.5-3.5 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-001 Visual Description: RED SILTY CLAY (UNDISTURBED) Stage No.3 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.880 Diameter 1: 2.850 PRESSURES (psi)Length 2: 5.880 Diameter 2: 2.922 Length 3: 5.880 Diameter 3: 2.847 Cell Pressure (psi)64.3 Avg. Length:5.880 Avg. Diam.:2.873 Back Pressure (psi)50.5 Eff. Conf. Pressure (psi) 13.8 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)97 Final Burette Reading (ml)21.0 Final Change (ml)3.0 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)370 P =31.45 Dial Reading After Saturation (mil) 370 Q =21.49 Dial Reading After Consolidation (mil)370 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 25.5 0.000 50.5 41.3 0.001 51.1 60.4 0.002 51.5 127.5 0.007 52.8 187.9 0.013 53.7 243.4 0.018 54.3 290.2 0.027 54.6 304.5 0.036 54.3 314.5 0.048 54.0 324.2 0.069 53.4 334.4 0.099 52.5 347.8 0.135 51.4 347.5 0.171 50.4 351.3 0.213 49.6 355.8 0.243 48.9 361.0 0.285 48.2 367.4 0.342 47.4 370.5 0.403 46.5 369.5 0.448 45.9 371.5 0.509 45.2 373.3 0.553 44.8 374.7 0.598 44.2 376.4 0.644 44.0 376.1 0.675 43.7 376.2 0.704 43.5 376.1 0.734 43.2 379.1 0.764 42.9 383.2 0.809 42.6 387.6 0.853 42.3 389.9 0.884 42.0 391.7 0.914 41.8 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 7 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft):1.5-3.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-001 Visual Description: RED SILTY CLAY (UNDISTURBED) Effective Confining Pressure (psi)13.8 Stage No.3 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.88 Volume After Consolidation (in3)37.94 Initial Sample Diameter (in)2.87 Length After Consolidation (in)5.88 Initial Sample Area (in2)6.48 Area After Consolidation (in2)6.451 Initial Sample Volume (in3)38.12 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.02 2.44 0.56 15.64 13.2 1.185 0.24 14.42 1.22 0.03 5.40 0.99 18.17 12.8 1.423 0.19 15.47 2.70 0.13 15.79 2.31 27.24 11.5 2.379 0.15 19.35 7.89 0.22 25.12 3.16 35.72 10.6 3.370 0.13 23.16 12.56 0.31 33.68 3.79 43.64 10.0 4.379 0.12 26.81 16.84 0.45 40.84 4.08 50.52 9.7 5.219 0.10 30.10 20.42 0.61 42.98 3.79 52.95 10.0 5.314 0.09 31.45 21.49 0.81 44.43 3.44 54.75 10.3 5.305 0.08 32.53 22.21 1.17 45.75 2.92 56.59 10.8 5.224 0.07 33.71 22.88 1.68 47.08 2.02 58.81 11.7 5.011 0.04 35.28 23.54 2.30 48.82 0.88 61.70 12.9 4.790 0.02 37.29 24.41 2.92 48.46 -0.10 62.32 13.9 4.497 0.00 38.09 24.23 3.63 48.67 -0.95 63.38 14.7 4.309 -0.02 39.04 24.34 4.14 49.08 -1.60 64.44 15.4 4.195 -0.03 39.90 24.54 4.84 49.48 -2.32 65.56 16.1 4.079 -0.05 40.81 24.74 5.82 49.91 -3.15 66.81 16.9 3.952 -0.07 41.86 24.95 6.85 49.82 -3.98 67.55 17.7 3.809 -0.08 42.64 24.91 7.63 49.25 -4.58 67.59 18.3 3.687 -0.10 42.96 24.63 8.65 48.99 -5.29 68.04 19.0 3.572 -0.11 43.54 24.49 9.40 48.85 -5.74 68.35 19.5 3.505 -0.12 43.92 24.42 10.17 48.62 -6.29 68.66 20.0 3.425 -0.13 44.36 24.31 10.95 48.44 -6.55 68.75 20.3 3.385 -0.14 44.53 24.22 11.47 48.11 -6.82 68.69 20.6 3.337 -0.15 44.63 24.05 11.98 47.85 -7.06 68.67 20.8 3.299 -0.15 44.74 23.93 12.48 47.57 -7.33 68.65 21.1 3.256 -0.16 44.87 23.78 12.98 47.70 -7.60 69.06 21.4 3.233 -0.16 45.21 23.85 13.76 47.82 -7.94 69.52 21.7 3.204 -0.17 45.61 23.91 14.51 47.99 -8.23 69.97 22.0 3.183 -0.18 45.98 23.99 15.03 47.99 -8.54 70.29 22.3 3.152 -0.18 46.30 24.00 15.55 47.94 -8.70 70.39 22.5 3.135 -0.19 46.42 23.97 page 8 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: Building & Earth Sciences, Inc. Boring No.: B-22 Client Reference: Concord Solar Farm - RD 170385 Depth (ft): 1.5-3.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID: R-2017-798-001-001 Visual Description: RED SILTY CLAY (UNDISTURBED) Tested By: AF Date: 8/14/17 Approved By: MPS Date: 8/29/17 page 9 of 10 0 10 20 30 40 50 60 024681012141618Deviator Stress (psi)Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Client Reference: Concord Solar Farm - RD 170385 Project No.: R-2017-798-001 Lab ID:R-2017-798-001-001 Specific Gravity (assumed) 2.7 Visual Description: RED SILTY CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:B-22 B-22 B-22 Depth (ft):1.5-3.5 1.5-3.5 1.5-3.5 Sample No.:ST ST ST Test No.T1 T2 T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)50.0 50.7 50.5 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)28.4 28.4 28.4 Total Unit Weight (pcf)106.7 111.7 112.3 Dry Unit Weight (pcf)83.1 87.0 87.5 Moisture Content (%) (FINAL)38.3 38.3 38.3 Initial State Void Ratio,e 1.028 0.937 0.927 Void Ratio at Shear, e 0.938 0.927 0.918 Tested By:AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 10 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-11 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 0.5-2.5 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-002 Visual BROWN/ORANGE silty clay INITIAL SAMPLE DIMENSIONS WATER CONTENT AFTER TEST Length 1(in) 6.007 Top Dia. (in) 2.843 Tare No. TB-11 Length 2(in) 5.980 Mid. Dia. (in) 2.837 Wt. Tare + WS.(g) 634.96 Length 3(in) 5.993 Bot. Dia. (in) 2.848 Wt. Tare + DS.(g) 508.72 Avg.Length(in) 5.993 Area (in 2) 6.347 Wt. of Tare(g)135.04 % Moisture 33.78 UNIT WEIGHT Wt. Tube & WS.(g)1085.2 Sample Volume(cc)623.3 Wt. Of Tube(g)0.0 Unit Wet Wt.(g/cc)1.74 Wt. Of WS.(g)1085.22 Unit Wet Wt.(pcf)108.64 Diameter (in)2.84 Moisture Content, %33.78 Length (in)5.99 Unit Dry Wt.(pcf)81.21 Length (cm)15.22 ELECTRONIC DEVICE DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs) (min.) (%) (psi) 0.000 0.0 0.00 0.00 0.00 0.003 3.7 0.05 0.05 0.59 0.006 4.8 0.10 0.10 0.75 0.007 5.7 0.12 0.12 0.90 0.012 8.1 0.20 0.19 1.27 0.013 8.7 0.22 0.22 1.37 0.015 6.0 0.25 0.25 0.94 0.020 7.8 0.33 0.33 1.23 0.024 11.9 0.40 0.40 1.86 0.030 13.2 0.50 0.50 2.07 0.035 14.9 0.58 0.58 2.34 0.039 15.5 0.65 0.65 2.43 0.045 16.1 0.75 0.75 2.52 0.050 17.7 0.83 0.83 2.77 0.054 18.6 0.90 0.90 2.91 0.059 18.1 0.98 0.98 2.83 0.066 18.2 1.10 1.10 2.83 0.078 22.1 1.30 1.31 3.44 0.084 25.5 1.40 1.40 3.96 0.096 27.3 1.60 1.60 4.23 0.144 38.5 2.42 2.41 5.91 0.198 59.0 3.32 3.31 8.99 0.258 99.6 4.32 4.31 15.02 0.288 113.5 4.82 4.81 17.03 0.391 55.3 6.52 6.52 8.14 0.435 34.2 7.27 7.27 5.00 0.484 16.9 8.07 8.08 2.45 Tested By MY Date 8/9/17 Input Checked By SFS Date 8/10/17 page 1 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-002 GEOJAC_UC1.xlsm]Stress-Strain 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-11 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 0.5-2.5 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-002 Visual BROWN/ORANGE silty clay Tested By MY Date 8/9/17 Approved By SFS Date 8/10/17 page 2 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-002 GEOJAC_UC1.xlsm]Stress-Strain 0 2 4 6 8 10 12 14 16 18 0 5 10 15 20 25Stress (psi)Strain (%) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft):0.5-2.5 Project No.:R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-002 a =1.44 C =1.59 α =23.1 Φ =25.23 Tested By: AF Date: 8/14/17 Approved By: MPS Date: 8/29/17 page 1 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 2 4 6 8 10 12 14 0 5 10 15 20 25 30Q, (psi)P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3 α 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft):0.5-2.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-002 Visual Description: TAN SILTY CLAY (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:AF Date:8/14/17 Approved By: MPS Date:8/29/17 page 2 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 5 10 15 20 25 30 35 0 5 10 15 20 25 30 35τ(psi)σ (psi) c = Φ = 1.87 17.42 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft):0.5-2.5 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-002 Visual Description: TAN SILTY CLAY (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 6.194 Diameter 1: 2.830 PRESSURES (psi)Length 2: 6.193 Diameter 2: 2.846 Length 3: 6.141 Diameter 3: 2.849 Cell Pressure (psi)53.5 Avg. Length:6.176 Avg. Diam.:2.842 Back Pressure (psi)50.0 Eff. Conf. Pressure (psi) 3.5 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)97 Final Burette Reading (ml)18.5 Final Change (ml)5.5 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)72 P =6.11 Dial Reading After Saturation (mil) 89 Q =4.04 Dial Reading After Consolidation (mil)103 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 10.8 0.000 50.0 14.0 0.001 50.0 21.2 0.002 50.3 32.0 0.008 50.9 36.0 0.014 51.4 39.0 0.019 51.4 42.3 0.028 51.5 44.9 0.036 51.6 48.0 0.047 51.7 51.8 0.066 51.7 56.4 0.100 51.6 62.2 0.135 51.4 62.7 0.140 51.4 63.1 0.146 51.4 63.9 0.151 51.4 64.4 0.157 51.3 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 3 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft):0.5-2.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-002 Visual Description: TAN SILTY CLAY (UNDISTURBED) Effective Confining Pressure (psi)3.5 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 6.18 Volume After Consolidation (in3)38.51 Initial Sample Diameter (in)2.84 Length After Consolidation (in)6.15 Initial Sample Area (in2)6.34 Area After Consolidation (in2)6.267 Initial Sample Volume (in3)39.17 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.01 0.51 0.02 4.00 3.5 1.145 0.04 3.74 0.25 0.04 1.67 0.33 4.85 3.2 1.524 0.21 4.01 0.83 0.13 3.37 0.92 5.97 2.6 2.300 0.28 4.28 1.69 0.22 4.02 1.44 6.09 2.1 2.941 0.37 4.08 2.01 0.31 4.48 1.41 6.58 2.1 3.134 0.32 4.34 2.24 0.45 5.00 1.55 6.96 2.0 3.547 0.32 4.46 2.50 0.58 5.42 1.65 7.28 1.9 3.909 0.31 4.57 2.71 0.76 5.90 1.71 7.70 1.8 4.265 0.30 4.75 2.95 1.07 6.48 1.74 8.25 1.8 4.656 0.28 5.01 3.24 1.62 7.15 1.64 9.03 1.9 4.814 0.24 5.45 3.58 2.19 8.02 1.46 10.07 2.1 4.900 0.19 6.07 4.01 2.28 8.09 1.44 10.16 2.1 4.909 0.18 6.11 4.04 2.38 8.15 1.43 10.24 2.1 4.908 0.18 6.16 4.08 2.47 8.26 1.39 10.38 2.1 4.891 0.17 6.25 4.13 2.56 8.33 1.34 10.50 2.2 4.836 0.17 6.34 4.16 page 4 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft):0.5-2.5 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-002 Visual Description: TAN SILTY CLAY (UNDISTURBED) Stage No.2 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.988 Diameter 1: 2.830 PRESSURES (psi)Length 2: 5.988 Diameter 2: 2.906 Length 3: 5.988 Diameter 3: 2.849 Cell Pressure (psi)58.1 Avg. Length 5.988 Avg. Diam.:2.862 Back Pressure (psi)51.2 Eff. Conf. Pressure (psi) 6.9 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)97 Final Burette Reading (ml)19.0 Final Change (ml)5.0 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)103 P =9.57 Dial Reading After Saturation (mil) 103 Q =5.60 Dial Reading After Consolidation (mil)103 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 12.6 0.000 51.2 20.6 0.000 51.5 30.1 0.002 52.0 48.6 0.007 53.0 59.6 0.013 53.5 66.9 0.018 53.8 73.9 0.027 54.1 77.2 0.035 54.2 80.0 0.046 54.3 81.9 0.066 54.2 84.4 0.094 54.1 84.9 0.099 54.1 85.4 0.105 54.1 85.5 0.110 54.1 85.5 0.116 54.1 85.7 0.122 54.0 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 5 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft):0.5-2.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-002 Visual Description: TAN SILTY CLAY (UNDISTURBED) Effective Confining Pressure (psi)6.9 Stage No.2 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.99 Volume After Consolidation (in3)38.20 Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.99 Initial Sample Area (in2)6.43 Area After Consolidation (in2)6.381 Initial Sample Volume (in3)38.51 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.01 1.25 0.34 7.80 6.5 1.191 0.28 7.17 0.63 0.03 2.74 0.79 8.84 6.1 1.449 0.30 7.48 1.37 0.12 5.63 1.77 10.75 5.1 2.100 0.32 7.93 2.81 0.21 7.36 2.28 11.97 4.6 2.595 0.32 8.29 3.68 0.30 8.49 2.60 12.78 4.3 2.976 0.32 8.54 4.24 0.44 9.57 2.90 13.56 4.0 3.396 0.31 8.78 4.79 0.58 10.07 3.01 13.95 3.9 3.594 0.31 8.92 5.03 0.77 10.48 3.05 14.32 3.8 3.729 0.30 9.08 5.24 1.10 10.73 3.05 14.58 3.8 3.793 0.29 9.21 5.37 1.57 11.07 2.94 15.02 3.9 3.805 0.27 9.48 5.54 1.66 11.14 2.94 15.09 4.0 3.819 0.27 9.52 5.57 1.75 11.20 2.92 15.18 4.0 3.819 0.27 9.57 5.60 1.84 11.21 2.88 15.22 4.0 3.797 0.27 9.61 5.60 1.94 11.21 2.85 15.25 4.0 3.775 0.26 9.64 5.60 2.04 11.22 2.82 15.29 4.1 3.755 0.26 9.68 5.61 page 6 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft):0.5-2.5 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-002 Visual Description: TAN SILTY CLAY (UNDISTURBED) Stage No.3 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.866 Diameter 1: 2.830 PRESSURES (psi)Length 2: 5.866 Diameter 2: 2.960 Length 3: 5.866 Diameter 3: 2.849 Cell Pressure (psi)67.9 Avg. Length:5.866 Avg. Diam.:2.880 Back Pressure (psi)54.0 Eff. Conf. Pressure (psi) 13.9 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)97 Final Burette Reading (ml)15.2 Final Change (ml)8.8 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)54 P =16.52 Dial Reading After Saturation (mil) 54 Q =8.48 Dial Reading After Consolidation (mil)62 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 11.9 0.000 54.0 15.6 0.002 54.1 17.4 0.003 54.1 53.6 0.006 56.0 75.1 0.011 57.4 89.7 0.017 58.2 103.3 0.025 59.0 110.7 0.033 59.5 115.6 0.045 59.7 118.9 0.065 59.9 122.8 0.093 59.9 124.1 0.128 59.7 125.7 0.162 59.6 126.3 0.201 59.5 127.1 0.229 59.3 127.3 0.269 59.2 129.5 0.323 59.0 132.1 0.380 58.8 133.6 0.422 58.6 130.6 0.479 58.5 132.6 0.522 58.3 133.8 0.564 58.2 134.7 0.606 58.1 132.1 0.634 58.0 132.5 0.663 57.9 134.1 0.692 57.8 134.0 0.721 57.9 134.7 0.763 57.7 135.0 0.806 57.7 132.9 0.833 57.6 133.1 0.862 57.5 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 7 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft):0.5-2.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-002 Visual Description: TAN SILTY CLAY (UNDISTURBED) Effective Confining Pressure (psi)13.9 Stage No.3 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.87 Volume After Consolidation (in3)37.67 Initial Sample Diameter (in)2.88 Length After Consolidation (in)5.86 Initial Sample Area (in2)6.51 Area After Consolidation (in2)6.430 Initial Sample Volume (in3)38.20 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.03 0.58 0.11 14.37 13.8 1.042 0.19 14.08 0.29 0.05 0.85 0.11 14.64 13.8 1.062 0.14 14.21 0.43 0.11 6.47 2.04 18.33 11.9 1.546 0.33 15.09 3.24 0.19 9.81 3.41 20.30 10.5 1.935 0.36 15.40 4.90 0.29 12.05 4.24 21.72 9.7 2.248 0.36 15.69 6.03 0.43 14.15 4.97 23.07 8.9 2.585 0.36 16.00 7.07 0.57 15.27 5.47 23.70 8.4 2.810 0.37 16.07 7.63 0.76 15.99 5.69 24.20 8.2 2.948 0.37 16.21 8.00 1.10 16.45 5.86 24.49 8.0 3.046 0.37 16.26 8.22 1.59 16.96 5.86 25.01 8.0 3.109 0.36 16.52 8.48 2.18 17.07 5.73 25.24 8.2 3.089 0.35 16.71 8.53 2.76 17.21 5.61 25.49 8.3 3.076 0.34 16.89 8.60 3.43 17.17 5.47 25.61 8.4 3.037 0.33 17.02 8.59 3.91 17.21 5.35 25.76 8.6 3.012 0.32 17.16 8.60 4.58 17.12 5.24 25.78 8.7 2.976 0.32 17.22 8.56 5.51 17.28 5.03 26.15 8.9 2.949 0.30 17.51 8.64 6.48 17.47 4.80 26.58 9.1 2.919 0.28 17.84 8.74 7.20 17.56 4.56 26.90 9.3 2.879 0.27 18.12 8.78 8.17 16.95 4.48 26.37 9.4 2.799 0.27 17.89 8.47 8.91 17.09 4.27 26.73 9.6 2.774 0.26 18.18 8.55 9.63 17.13 4.16 26.87 9.7 2.760 0.25 18.30 8.57 10.35 17.11 4.09 26.92 9.8 2.744 0.25 18.36 8.55 10.83 16.66 4.02 26.54 9.9 2.686 0.25 18.21 8.33 11.32 16.63 3.91 26.62 10.0 2.664 0.24 18.30 8.31 11.81 16.75 3.82 26.83 10.1 2.661 0.23 18.46 8.38 12.30 16.65 3.89 26.66 10.0 2.664 0.24 18.33 8.33 13.03 16.61 3.73 26.78 10.2 2.633 0.23 18.47 8.30 13.76 16.50 3.70 26.71 10.2 2.618 0.23 18.45 8.25 14.23 16.13 3.64 26.39 10.3 2.571 0.23 18.33 8.06 14.71 16.07 3.53 26.44 10.4 2.549 0.23 18.41 8.03 page 8 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: Building & Earth Sciences, Inc. Boring No.: B-11 Client Reference: Concord Solar Farm - RD170385 Depth (ft): 0.5-2.5 Project No.: R-2017-798-001 Sample No.: ST Lab ID: R-2017-798-001-002 Visual Description: TAN SILTY CLAY (UNDISTURBED) Tested By: AF Date: 8/14/17 Approved By: MPS Date: 8/29/17 page 9 of 10 0 2 4 6 8 10 12 14 16 18 20 0 2 4 6 8 10 12 14 16Deviator Stress (psi)Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Client Reference: Concord Solar Farm - RD170385 Project No.: R-2017-798-001 Lab ID:R-2017-798-001-002 Specific Gravity (assumed) 2.7 Visual Description: TAN SILTY CLAY (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:B-11 B-11 B-11 Depth (ft):0.5-2.5 0.5-2.5 0.5-2.5 Sample No.:ST ST ST Test No.T1 T2 T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)50.0 51.2 54.0 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)24.8 24.8 24.8 Total Unit Weight (pcf)123.4 125.5 126.5 Dry Unit Weight (pcf)98.9 100.6 101.4 Moisture Content (%) (FINAL)25.2 25.2 25.2 Initial State Void Ratio,e 0.704 0.675 0.662 Void Ratio at Shear, e 0.676 0.662 0.639 Tested By:AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 10 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-13 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 1.0-3.0 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-003 Visual ORANGE clayey silt INITIAL SAMPLE DIMENSIONS WATER CONTENT AFTER TEST Length 1(in) 6.105 Top Dia. (in) 2.847 Tare No. TB-03 Length 2(in) 6.078 Mid. Dia. (in) 2.847 Wt. Tare + WS.(g) 615.67 Length 3(in) 6.060 Bot. Dia. (in) 2.853 Wt. Tare + DS.(g) 535.19 Avg.Length(in) 6.081 Area (in 2) 6.375 Wt. of Tare(g)134.16 % Moisture 20.07 UNIT WEIGHT Wt. Tube & WS.(g)1257.9 Sample Volume(cc)635.3 Wt. Of Tube(g)0.0 Unit Wet Wt.(g/cc)1.98 Wt. Of WS.(g)1257.9 Unit Wet Wt.(pcf)123.56 Diameter (in)2.85 Moisture Content, %20.07 Length (in)6.08 Unit Dry Wt.(pcf)102.91 Length (cm)15.45 ELECTRONIC DEVICE DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs) (min.) (%) (psi) 0.000 0.0 0.00 0.00 0.00 0.003 8.3 0.05 0.04 1.30 0.006 11.1 0.10 0.09 1.75 0.007 14.0 0.13 0.12 2.19 0.012 18.3 0.20 0.20 2.87 0.014 22.3 0.23 0.22 3.49 0.015 24.1 0.25 0.25 3.77 0.020 28.5 0.33 0.32 4.46 0.024 32.0 0.40 0.39 4.99 0.029 35.4 0.48 0.47 5.53 0.035 40.1 0.58 0.57 6.26 0.039 43.8 0.65 0.64 6.82 0.044 48.5 0.73 0.72 7.56 0.050 53.5 0.83 0.82 8.33 0.055 56.3 0.92 0.90 8.75 0.059 61.0 0.98 0.97 9.48 0.067 70.9 1.12 1.10 11.00 0.079 86.2 1.32 1.29 13.35 0.084 93.1 1.42 1.39 14.40 0.096 113.6 1.62 1.59 17.53 0.145 218.7 2.42 2.38 33.49 0.175 259.4 2.92 2.88 39.52 0.199 212.1 3.32 3.27 32.19 0.247 105.7 4.12 4.06 15.90 0.295 49.1 4.92 4.85 7.32 0.346 22.8 5.77 5.70 3.37 0.378 20.5 6.30 6.21 3.02 Tested By MY Date 8/9/17 Input Checked By SFS Date 8/10/17 page 1 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-003 GEOJAC_UC1.xlsm]Stress-Strain 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-13 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 1.0-3.0 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-003 Visual ORANGE clayey silt Tested By MY Date 8/9/17 Approved By SFS Date 8/10/17 page 2 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-003 GEOJAC_UC1.xlsm]Stress-Strain 0 5 10 15 20 25 30 35 40 45 0 5 10 15 20 25Stress (psi)Strain (%) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft):1.0-3.0 Project No.:R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-003 a =0.85 C =1.03 α =29.7 Φ =34.84 Tested By: AF Date: 8/14/17 Approved By: MPS Date: 8/29/17 page 1 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 0 5 10 15 20 25 0 5 10 15 20 25 30 35 40Q, (psi)P, (psi) Consolidated Undrained Triaxial Test with Pore Pressure Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3 α 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft):1.0-3.0 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-003 Visual Description: TAN SILT (UNDISTURBED) Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE Tested By:AF Date:8/14/17 Approved By: MPS Date:8/29/17 page 2 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 0 5 10 15 20 25 30 35 40 45 0 5 10 15 20 25 30 35 40 45τ(psi)σ (psi) c = Φ = 0.15 29.31 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft):1.0-3.0 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-003 Visual Description: TAN SILT (UNDISTURBED) Stage No.1 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 6.091 Diameter 1: 2.821 PRESSURES (psi)Length 2: 6.106 Diameter 2: 2.845 Length 3: 6.148 Diameter 3: 2.841 Cell Pressure (psi)53.5 Avg. Length:6.115 Avg. Diam.:2.836 Back Pressure (psi)50.0 Eff. Conf. Pressure (psi) 3.5 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)95 Final Burette Reading (ml)21.2 Final Change (ml)2.8 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)140 P =4.84 Dial Reading After Saturation (mil) 143 Q =3.61 Dial Reading After Consolidation (mil)158 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 9.6 0.000 50.0 12.8 0.001 50.0 19.3 0.002 50.3 28.4 0.008 51.1 31.4 0.014 51.5 33.2 0.020 51.8 36.1 0.029 52.1 38.0 0.038 52.2 39.4 0.051 52.3 44.0 0.072 52.4 55.8 0.102 52.3 69.6 0.137 51.8 69.9 0.173 51.6 69.8 0.174 51.6 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 3 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft):1.0-3.0 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-003 Visual Description: TAN SILT (UNDISTURBED) Effective Confining Pressure (psi)3.5 Stage No.1 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 6.12 Volume After Consolidation (in3)38.39 Initial Sample Diameter (in)2.84 Length After Consolidation (in)6.10 Initial Sample Area (in2)6.32 Area After Consolidation (in2)6.297 Initial Sample Volume (in3)38.62 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.02 0.50 0.03 3.97 3.5 1.146 0.07 3.72 0.25 0.04 1.54 0.27 4.77 3.2 1.477 0.19 4.00 0.77 0.13 2.99 1.06 5.43 2.4 2.222 0.37 3.94 1.49 0.24 3.46 1.47 5.49 2.0 2.707 0.45 3.76 1.73 0.33 3.75 1.76 5.49 1.7 3.145 0.49 3.62 1.87 0.48 4.19 2.05 5.64 1.4 3.895 0.52 3.54 2.09 0.63 4.49 2.19 5.80 1.3 4.427 0.51 3.55 2.24 0.83 4.70 2.32 5.88 1.2 4.983 0.52 3.53 2.35 1.17 5.40 2.39 6.51 1.1 5.883 0.47 3.81 2.70 1.67 7.22 2.27 8.45 1.2 6.890 0.33 4.84 3.61 2.25 9.31 1.81 11.01 1.7 6.509 0.20 6.35 4.66 2.83 9.31 1.57 11.24 1.9 5.813 0.18 6.59 4.65 2.85 9.29 1.56 11.23 1.9 5.788 0.18 6.58 4.64 page 4 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft):1.0-3.0 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-003 Visual Description: TAN SILT (UNDISTURBED) Stage No.2 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.923 Diameter 1: 2.821 PRESSURES (psi)Length 2: 5.923 Diameter 2: 2.956 Length 3: 5.923 Diameter 3: 2.841 Cell Pressure (psi)58.5 Avg. Length 5.923 Avg. Diam.:2.873 Back Pressure (psi)51.6 Eff. Conf. Pressure (psi) 6.9 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)95 Final Burette Reading (ml)18.2 Final Change (ml)5.8 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)158 P =11.92 Dial Reading After Saturation (mil) 158 Q =7.66 Dial Reading After Consolidation (mil)158 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 15.3 0.000 51.6 25.9 0.001 52.0 36.8 0.003 52.4 62.7 0.009 53.3 76.9 0.014 53.7 86.6 0.020 53.9 95.5 0.029 54.1 99.3 0.038 54.3 103.9 0.050 54.3 104.9 0.070 54.4 107.2 0.100 54.4 111.7 0.135 54.3 115.8 0.171 54.2 116.6 0.176 54.2 117.2 0.183 54.2 117.8 0.189 54.1 118.4 0.194 54.1 118.2 0.196 54.1 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 5 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft):1.0-3.0 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-003 Visual Description: TAN SILT (UNDISTURBED) Effective Confining Pressure (psi)6.9 Stage No.2 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.92 Volume After Consolidation (in3)38.04 Initial Sample Diameter (in)2.87 Length After Consolidation (in)5.92 Initial Sample Area (in2)6.48 Area After Consolidation (in2)6.421 Initial Sample Volume (in3)38.39 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.02 1.66 0.46 8.10 6.4 1.257 0.29 7.27 0.83 0.05 3.35 0.85 9.40 6.1 1.554 0.27 7.73 1.68 0.15 7.38 1.72 12.57 5.2 2.423 0.24 8.88 3.69 0.23 9.58 2.13 14.35 4.8 3.005 0.23 9.56 4.79 0.34 11.08 2.36 15.62 4.5 3.440 0.22 10.08 5.54 0.49 12.44 2.54 16.80 4.4 3.851 0.21 10.58 6.22 0.64 13.00 2.69 17.21 4.2 4.089 0.22 10.71 6.50 0.84 13.69 2.73 17.86 4.2 4.282 0.21 11.02 6.84 1.19 13.79 2.80 17.89 4.1 4.363 0.21 11.00 6.90 1.69 14.08 2.80 18.18 4.1 4.432 0.21 11.14 7.04 2.28 14.68 2.73 18.85 4.2 4.518 0.20 11.51 7.34 2.89 15.20 2.65 19.45 4.2 4.578 0.18 11.85 7.60 2.98 15.32 2.64 19.58 4.3 4.594 0.18 11.92 7.66 3.08 15.39 2.60 19.69 4.3 4.581 0.18 12.00 7.70 3.18 15.47 2.56 19.81 4.3 4.564 0.17 12.07 7.73 3.28 15.54 2.52 19.92 4.4 4.548 0.17 12.15 7.77 3.30 15.50 2.54 19.86 4.4 4.550 0.17 12.11 7.75 page 6 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft):1.0-3.0 Project No.:R-2017-798-001 Sample No.:ST Lab ID:R-2017-798-001-003 Visual Description: TAN SILT (UNDISTURBED) Stage No.3 INITIAL SAMPLE DIMENSIONS (in) Test No.1 Length 1: 5.728 Diameter 1: 2.821 PRESSURES (psi)Length 2: 5.728 Diameter 2: 3.061 Length 3: 5.728 Diameter 3: 2.841 Cell Pressure (psi)68.0 Avg. Length:5.728 Avg. Diam.:2.908 Back Pressure (psi)54.1 Eff. Conf. Pressure (psi) 13.9 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml)24.0 Response (%)99 Final Burette Reading (ml)17.1 Final Change (ml)6.9 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil)158 P =21.91 Dial Reading After Saturation (mil) 158 Q =13.56 Dial Reading After Consolidation (mil)158 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 10.8 0.000 54.1 16.2 0.001 54.5 30.3 0.002 55.1 78.7 0.008 56.9 107.1 0.013 57.9 131.6 0.019 58.5 151.1 0.028 59.1 162.9 0.037 59.5 171.4 0.049 59.7 179.4 0.069 59.8 184.9 0.099 59.8 189.7 0.135 59.7 194.3 0.169 59.7 198.3 0.212 59.4 204.7 0.241 59.2 208.8 0.282 59.0 215.3 0.339 58.7 224.3 0.398 58.3 230.7 0.442 58.0 240.3 0.501 57.6 247.4 0.546 57.3 252.6 0.590 57.1 256.8 0.635 56.7 260.4 0.664 56.5 263.1 0.694 56.3 268.9 0.724 56.2 272.7 0.754 56.0 277.5 0.799 55.6 Tested By: AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 7 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Boring No.:B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft):1.0-3.0 Project No.: R-2017-798-001 Sample No.: ST Lab ID:R-2017-798-001-003 Visual Description: TAN SILT (UNDISTURBED) Effective Confining Pressure (psi)13.9 Stage No.3 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.73 Volume After Consolidation (in3)37.62 Initial Sample Diameter (in)2.91 Length After Consolidation (in)5.73 Initial Sample Area (in2)6.64 Area After Consolidation (in2)6.567 Initial Sample Volume (in3)38.04 Strain Deviation Δ U σ1 σ3 Effective Principle APQ (%) Stress Stress Ratio 0.01 0.82 0.35 14.34 13.5 1.061 0.43 13.93 0.41 0.03 2.97 0.96 15.88 12.9 1.230 0.33 14.39 1.49 0.14 10.32 2.73 21.47 11.1 1.926 0.27 16.31 5.16 0.23 14.64 3.74 24.77 10.1 2.445 0.26 17.45 7.32 0.34 18.33 4.38 27.83 9.5 2.931 0.24 18.66 9.17 0.48 21.26 4.95 30.18 8.9 3.382 0.24 19.56 10.63 0.64 23.01 5.38 31.50 8.5 3.711 0.24 20.00 11.51 0.85 24.25 5.56 32.57 8.3 3.916 0.23 20.44 12.13 1.20 25.37 5.72 33.53 8.2 4.111 0.23 20.84 12.69 1.73 26.05 5.71 34.22 8.2 4.192 0.22 21.19 13.03 2.35 26.61 5.57 34.91 8.3 4.206 0.21 21.61 13.31 2.95 27.12 5.52 35.47 8.3 4.248 0.21 21.91 13.56 3.69 27.49 5.26 36.11 8.6 4.192 0.19 22.36 13.75 4.20 28.28 5.08 37.08 8.8 4.216 0.18 22.94 14.14 4.93 28.67 4.90 37.64 9.0 4.195 0.17 23.31 14.34 5.91 29.30 4.54 38.63 9.3 4.138 0.16 23.99 14.65 6.94 30.26 4.12 40.01 9.7 4.104 0.14 24.88 15.13 7.72 30.90 3.88 40.89 10.0 4.093 0.13 25.44 15.45 8.74 31.90 3.46 42.32 10.4 4.063 0.11 26.37 15.95 9.53 32.59 3.20 43.27 10.7 4.055 0.10 26.97 16.30 10.31 33.03 2.93 43.97 10.9 4.018 0.09 27.46 16.51 11.08 33.31 2.58 44.60 11.3 3.951 0.08 27.94 16.66 11.59 33.61 2.36 45.12 11.5 3.919 0.07 28.32 16.80 12.11 33.77 2.20 45.44 11.7 3.892 0.07 28.56 16.88 12.63 34.34 2.06 46.15 11.8 3.907 0.06 28.98 17.17 13.16 34.64 1.89 46.63 12.0 3.891 0.06 29.31 17.32 13.94 34.96 1.52 47.31 12.4 3.828 0.04 29.84 17.48 page 8 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: Building & Earth Sciences, Inc. Boring No.: B-13 Client Reference: Concord Solar Farm - RD170385 Depth (ft): 1.0-3.0 Project No.: R-2017-798-001 Sample No.: ST Lab ID: R-2017-798-001-003 Visual Description: TAN SILT (UNDISTURBED) Tested By: AF Date: 8/14/17 Approved By: MPS Date: 8/29/17 page 9 of 10 0 5 10 15 20 25 30 35 40 0 2 4 6 8 10 12 14 16Deviator Stress (psi)Strain (%) Test No. 1 Test No. 2 Test No. 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client:Building & Earth Sciences, Inc. Client Reference: Concord Solar Farm - RD170385 Project No.: R-2017-798-001 Lab ID:R-2017-798-001-003 Specific Gravity (assumed) 2.7 Visual Description: TAN SILT (UNDISTURBED) SAMPLE CONDITION SUMMARY Boring No.:B-13 B-13 B-13 Depth (ft):1.0-3.0 1.0-3.0 1.0-3.0 Sample No.:ST ST ST Test No.T1 T2 T3 Deformation Rate (in/min)0.002 0.002 0.002 Back Pressure (psi)50.0 51.6 54.1 Consolidation Time (days)1 1 1 Moisture Content (%) (INITIAL)19.4 19.4 19.4 Total Unit Weight (pcf)118.7 119.4 120.5 Dry Unit Weight (pcf)99.4 100.0 100.9 Moisture Content (%) (FINAL)24.9 24.9 24.9 Initial State Void Ratio,e 0.696 0.686 0.670 Void Ratio at Shear, e 0.686 0.670 0.652 Tested By:AF Date: 8/14/17 Input Checked By: SFS Date: 8/29/17 page 10 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-9 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 3.0-5.0 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-004 Visual BROWN/ORANGE silty clay INITIAL SAMPLE DIMENSIONS WATER CONTENT AFTER TEST Length 1(in) 6.267 Top Dia. (in) 2.803 Tare No. TB-10 Length 2(in) 6.298 Mid. Dia. (in) 2.826 Wt. Tare + WS.(g) 645.24 Length 3(in) 6.291 Bot. Dia. (in) 2.778 Wt. Tare + DS.(g) 549.34 Avg.Length(in) 6.285 Area (in 2) 6.168 Wt. of Tare(g)134.33 % Moisture 23.11 UNIT WEIGHT Wt. Tube & WS.(g)1294.2 Sample Volume(cc)635.3 Wt. Of Tube(g)0.0 Unit Wet Wt.(g/cc)2.04 Wt. Of WS.(g)1294.2 Unit Wet Wt.(pcf)127.12 Diameter (in)2.80 Moisture Content, %23.11 Length (in)6.29 Unit Dry Wt.(pcf)103.26 Length (cm)15.96 ELECTRONIC DEVICE DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs) (min.) (%) (psi) 0.000 0.0 0.00 0.00 0.00 0.003 3.3 0.05 0.04 0.54 0.006 3.5 0.12 0.09 0.56 0.008 6.2 0.13 0.12 1.01 0.011 7.1 0.18 0.17 1.15 0.014 8.1 0.23 0.22 1.31 0.016 9.2 0.27 0.25 1.49 0.020 9.6 0.33 0.32 1.56 0.025 11.7 0.42 0.39 1.89 0.030 13.1 0.48 0.47 2.12 0.034 14.6 0.57 0.54 2.35 0.039 14.2 0.63 0.62 2.29 0.044 17.8 0.72 0.69 2.87 0.048 19.2 0.78 0.77 3.09 0.054 21.0 0.88 0.86 3.37 0.059 22.8 0.97 0.94 3.67 0.068 26.0 1.12 1.09 4.17 0.075 26.3 1.22 1.19 4.22 0.087 30.6 1.42 1.39 4.89 0.100 34.4 1.62 1.59 5.48 0.149 50.2 2.42 2.37 7.94 0.199 60.0 3.22 3.16 9.42 0.261 66.9 4.22 4.15 10.39 0.298 65.9 4.82 4.74 10.18 0.388 57.1 6.27 6.17 8.69 0.497 46.6 8.03 7.90 6.96 0.590 29.3 9.53 9.39 4.31 Tested By MY Date 8/9/17 Input Checked By SFS Date 8/10/17 page 1 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-002 GEOJAC_UC1.xlsm]Stress-Strain 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-9 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 3.0-5.0 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-004 Visual BROWN/ORANGE silty clay Tested By MY Date 8/9/17 Approved By SFS Date 8/10/17 page 2 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-002 GEOJAC_UC1.xlsm]Stress-Strain 0 2 4 6 8 10 12 0 5 10 15 20 25Stress (psi)Strain (%) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-32 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 0.5-2.5 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-005 Visual ORANGE silty clay INITIAL SAMPLE DIMENSIONS WATER CONTENT AFTER TEST Length 1(in) 6.202 Top Dia. (in) 2.831 Tare No. TB-07 Length 2(in) 6.215 Mid. Dia. (in) 2.827 Wt. Tare + WS.(g) 637.20 Length 3(in) 6.223 Bot. Dia. (in) 2.831 Wt. Tare + DS.(g) 540.04 Avg.Length(in) 6.213 Area (in 2) 6.289 Wt. of Tare(g)134.17 % Moisture 23.94 UNIT WEIGHT Wt. Tube & WS.(g)1267.0 Sample Volume(cc)640.3 Wt. Of Tube(g)0.0 Unit Wet Wt.(g/cc)1.98 Wt. Of WS.(g)1266.97 Unit Wet Wt.(pcf)123.47 Diameter (in)2.83 Moisture Content, %23.94 Length (in)6.21 Unit Dry Wt.(pcf)99.62 Length (cm)15.78 ELECTRONIC DEVICE DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs) (min.) (%) (psi) 0.000 0.0 0.00 0.00 0.00 0.001 6.7 0.03 0.02 1.07 0.005 11.2 0.08 0.07 1.77 0.008 14.5 0.13 0.13 2.30 0.011 21.3 0.18 0.18 3.37 0.014 24.4 0.23 0.22 3.87 0.015 28.3 0.25 0.25 4.49 0.019 30.9 0.30 0.30 4.90 0.025 44.0 0.40 0.40 6.97 0.029 48.0 0.48 0.47 7.60 0.034 53.3 0.55 0.55 8.42 0.039 62.1 0.63 0.62 9.82 0.045 67.5 0.73 0.72 10.66 0.050 73.3 0.80 0.80 11.56 0.054 83.7 0.88 0.88 13.19 0.059 86.5 0.97 0.95 13.62 0.068 97.9 1.12 1.10 15.40 0.075 106.4 1.22 1.21 16.72 0.087 122.1 1.42 1.41 19.14 0.100 137.7 1.62 1.61 21.54 0.149 211.8 2.42 2.40 32.87 0.199 278.5 3.22 3.21 42.86 0.230 292.0 3.72 3.70 44.72 0.280 245.8 4.52 4.50 37.32 0.342 157.2 5.52 5.50 23.62 0.388 122.1 6.27 6.25 18.20 0.451 98.1 7.28 7.26 14.47 Tested By MY Date 8/9/17 Input Checked By SFS Date 8/10/17 page 1 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-005 GEOJAC_UC1.xlsm]DATA 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-32 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 0.5-2.5 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-005 Visual ORANGE silty clay Tested By MY Date 8/9/17 Approved By SFS Date 8/10/17 page 2 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-005 GEOJAC_UC1.xlsm]DATA 0 5 10 15 20 25 30 35 40 45 50 0 5 10 15 20 25Stress (psi)Strain (%) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-31 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 2.0-4.0 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-006 Visual ORANGE/BROWN silty clay INITIAL SAMPLE DIMENSIONS WATER CONTENT AFTER TEST Length 1(in) 6.064 Top Dia. (in) 2.840 Tare No. TB-08 Length 2(in) 6.097 Mid. Dia. (in) 2.823 Wt. Tare + WS.(g) 788.15 Length 3(in) 6.092 Bot. Dia. (in) 2.841 Wt. Tare + DS.(g) 641.55 Avg.Length(in) 6.084 Area (in 2) 6.311 Wt. of Tare(g)135.18 % Moisture 28.95 UNIT WEIGHT Wt. Tube & WS.(g)1193.8 Sample Volume(cc)629.2 Wt. Of Tube(g)0.0 Unit Wet Wt.(g/cc)1.90 Wt. Of WS.(g)1193.79 Unit Wet Wt.(pcf)118.39 Diameter (in)2.83 Moisture Content, %28.95 Length (in)6.08 Unit Dry Wt.(pcf)91.81 Length (cm)15.45 ELECTRONIC DEVICE DEFORMATION LOAD ELAPSED TIME STRAIN STRESS (in) (lbs) (min.) (%) (psi) 0.000 0.0 0.00 0.00 0.00 0.003 2.3 0.05 0.05 0.36 0.004 4.6 0.08 0.07 0.73 0.008 9.2 0.13 0.12 1.46 0.012 12.8 0.20 0.19 2.03 0.013 9.9 0.23 0.22 1.56 0.015 13.3 0.25 0.24 2.11 0.020 15.0 0.33 0.32 2.37 0.024 16.6 0.40 0.39 2.62 0.030 16.5 0.50 0.49 2.61 0.034 19.5 0.58 0.56 3.07 0.039 18.1 0.65 0.64 2.85 0.044 19.8 0.73 0.72 3.12 0.050 22.2 0.83 0.82 3.50 0.054 23.2 0.92 0.89 3.64 0.059 25.0 0.98 0.97 3.93 0.066 23.5 1.12 1.09 3.68 0.078 26.2 1.32 1.29 4.10 0.084 27.4 1.42 1.39 4.28 0.096 33.4 1.62 1.59 5.21 0.144 41.2 2.42 2.37 6.37 0.199 56.2 3.32 3.27 8.61 0.247 64.7 4.12 4.06 9.83 0.295 71.1 4.92 4.85 10.72 0.361 74.9 6.02 5.93 11.16 0.390 72.3 6.52 6.42 10.71 0.496 57.6 8.27 8.15 8.38 Tested By MY Date 8/9/17 Input Checked By SFS Date 8/10/17 page 1 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-006 GEOJAC_UC1.xlsm]DATA 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net UNCONFINED COMPRESSIVE STRENGTH ASTM D2166-16 Client Building & Earth Sciences, Inc. Boring No. B-31 Client Reference Concord Solar Farm - RD170385 Depth (ft.) 2.0-4.0 Project No. R-2017-798-001 Sample No. ST Lab ID R-2017-798-001-006 Visual ORANGE/BROWN silty clay Tested By MY Date 8/9/17 Approved By SFS Date 8/10/17 page 2 of 2 DCN: CT-S30 Date: 11/09/09 Revision: 4 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-006 GEOJAC_UC1.xlsm]DATA 0 2 4 6 8 10 12 0 5 10 15 20 25Stress (psi)Strain (%) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILSASTM D 4829-11ClientBuilding & Earth Sciences, Inc.Boring No.B-22Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No.BSLab IDR-2017-798-001-007Visual Description ORANGE CLAYEY SILTSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINEDConsolidometer No.R-5111 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Height of Volume Dry VoidTare NumberTB-09 TB-09Pressure Reading Sample (cc) Density RatioWt. Tare & WS (g)272.15 549.04(kPa) (div) (mm)(g/cc)Wt. Tare & DS (g)256.15 454.20Wt. Water (g)16.00 94.84After Dry Loading6.9 21.0 25.347 206.522 1.577580.71148Wt. Tare (g) 134.08 133.85After Inundation6.9 -620.5 26.976 219.799 1.478150.82661Wt. DS (g) 122.07 320.35Water Content (%) 13.11 29.61Sample ParametersSample Diameter (in) 4.01 4.01Sample Height (in) 1.0000 1.0621Sample Volume (cc) 206.96 219.80Expansion Index, EI = 64.2Wt. Wet Sample + Ring (g) 735.82 788.39Wt. of Ring (g) 367.31 367.31Wt. of Wet Sample (g) 368.51 421.08Wet Density (pcf) 111.11 119.54Wet Density (g/cc) 1.78 1.92Water Content (%) 13.11 29.61Wt. of Dry Sample (g) 325.81 324.89Dry Density (pcf) 98.23 92.24Dry Density (g/cc) 1.57 1.48Void Ratio 0.7151 0.8266Saturation (%) 49.49 96.70Specific Gravity 2.70AssumedTested ByMYDate 8/14/17 Input Checked BySFSDate8/29/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-007 ExpansionIndex1.xls]FINAL 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILS ASTM D 4829-11 Client Building & Earth Sciences, Inc.Boring No.B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No.BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (kPa)6.9 Final Reading (div) -620.5 Consolidometer No.R-511 1 Division (in) 0.0001 Start Date 8/14/17 Start Time 16:15:11 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.05 -0.5 0.10 -0.5 0.15 -0.5 0.20 -0.5 0.25 -1.0 0.40 -1.5 0.50 -2.5 1.00 -8.5 2.00 -24.0 2.25 -28.5 4.00 -59.5 9.00 -137.0 16.00 -212.0 25.00 -281.0 36.00 -344.0 49.00 -394.5 64.00 -437.0 81.00 -472.0 100.00 -501.0 121.00 -525.5 144.00 -546.0 180.00 -566.5 300.00 -590.5 520.00 -602.5 700.00 -607.0 960.00 -611.0 1323.38 -614.0 1440.00 -614.5 1680.00 -616.5 1920.00 -618.0 2400.00 -620.5 Tested By MY Date 8/14/17 Checked By SFS Date 8/29/17 page 2 of 2 DCN: CT-24E Date: 3/2/98 Revision: 2C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-007 ExpansionIndex1.xls]FINAL -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0 102030405060Dial ReadingSquare Root Time (min) -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0.01 0.1 1 10 100 1000 10000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-22Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-007Visual Description ORANGE CLAYEY SILTSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Note: Percent Swell/Collapse is based upon initial height of specimen.Tested By MY Date 8/11/17Approved By MPS Date8/30/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1During Inundation-1.000.001.002.003.004.005.006.007.001 10 100 1000Swell / Collapse (%)Vertical Stress (psf)- Collapse + 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-22Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-007Visual Description ORANGE CLAYEY SILTSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Consolidometer No.R4871 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Machine Corrected Height ofVolume DryVoid PercentTare Number TB-09 TB-03Pressure Reading Deflection Reading Sample (cc) Density Ratio Swell/CollapseWt. Tare & WS (g) 508.00 292.79 (psf) (div) (div) (div) (mm) (g/cc) + (%) -Wt. Tare & DS (g) 447.34 259.25Wt. Water (g) 60.66 33.54 Seating (1.5)0 0 0 25.400 80.440 1.54701 0.745300.000Wt. Tare (g) 134.23 134.36 118 0.9 0.3 0.6 25.399 80.435 1.57649 0.71267-0.006Wt. DS (g) 313.11 124.89 235 2.3 1.3 1.0 25.398 80.432 1.57656 0.71259-0.010Water Content (%) 19.37 26.86 471 30.8 3.0 27.8 25.329 80.216 1.58080 0.70799-0.2781.5 -588.6 0.0 -588.6 26.895 85.175 1.48877 0.813585.886Sample Parameters118 -2.2 0.3 -2.5 25.406 80.460 1.57600 0.713190.025Sample Diameter (in) 2.5 2.5 235 10.0 1.3 8.7 25.378 80.370 1.57777 0.71128-0.087Sample Height (in) 1.0000 1.0092End of dry loading ->471 28.8 3.0 25.8 25.334 80.232 1.58048 0.70834-0.258Sample Volume (cc) 80.44 81.18 471 -88.8 3.0 -91.8 25.633 81.178 1.56207 0.728480.918Wt. Wet Sample + Ring (g) 362.16 374.47Wt. of Ring (g) 213.61 213.61Wt. of Wet Sample (g) 148.55 160.86 Percent Disturbance -0.02 %Wet Density (pcf) 115.24 123.65Wet Density (g/cc) 1.85 1.98Water Content (%) 19.37 26.86Wt. of Dry Sample (g) 124.44 126.81Percent Swell/Collapse after inundating: 1.18 %Dry Density (pcf) 96.53 97.47Dry Density (g/cc) 1.55 1.56Void Ratio 0.7453 0.7285Saturation (%) 70.18 99.54Note: Percent Swell/Collapse is based upon initial height of specimen.Specific Gravity2.70AssumedTested By MY Date 8/11/17Input Checked By GEM Date8/30/17page 2 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div)0.9 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 12:56:49 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.10 0.3 0.20 0.2 0.23 -0.1 0.27 0.2 0.30 0.2 0.35 0.3 0.43 -0.1 0.52 0.4 0.62 0.3 0.75 0.1 0.92 0.4 1.12 -0.1 1.38 0.0 1.70 0.5 2.12 0.4 2.63 0.4 3.28 0.3 4.10 0.3 5.13 0.5 6.43 0.6 8.07 0.6 10.13 0.5 12.72 0.5 15.98 0.6 20.05 0.9 Tested By MY Date 8/11/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 -0.2 0.0 0.2 0.4 0.6 0.8 1.0 01122334455Dial ReadingSquare Root Time (min) -0.2 0.0 0.2 0.4 0.6 0.8 1.0 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No. B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div)2.3 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 13:16:52 Elapsed Dial Time Reading (min)(div) Initial 0.9 0.10 1.4 0.20 1.5 0.23 1.3 0.27 1.4 0.30 1.3 0.37 1.1 0.43 1.9 0.52 1.8 0.62 1.5 0.75 1.6 0.92 1.7 1.12 1.3 1.38 1.6 1.70 1.3 2.12 1.6 2.63 1.5 3.28 1.8 4.10 1.8 5.13 1.5 6.43 1.2 8.07 1.6 10.13 1.7 12.72 1.9 15.98 2.3 20.07 2.3 Tested By MY Date 8/11/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 0.0 0.5 1.0 1.5 2.0 2.5 01122334455Dial ReadingSquare Root Time (min) 0.0 0.5 1.0 1.5 2.0 2.5 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div)30.8 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 13:36:56 Elapsed Dial Time Reading (min)(div) Initial 2.3 0.10 16.1 0.20 16.3 0.23 15.9 0.27 16.2 0.32 16.2 0.37 16.0 0.43 23.8 0.52 23.9 0.62 23.8 0.75 24.0 0.92 30.1 1.12 29.8 1.38 30.0 1.70 29.6 2.12 29.9 2.63 30.2 3.28 30.1 4.10 30.0 5.13 30.1 6.43 29.7 8.08 30.2 10.13 30.0 12.72 29.8 15.98 30.1 20.07 30.8 Tested By MY Date 8/11/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED Test Load (tsf) 0.24-0 Final Reading (div) -588.6 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 13:57:00 Elapsed Dial Time Reading (min)(div) Initial 30.8 0.10 20.1 0.20 15.6 0.22 15.9 0.25 15.7 0.30 15.6 0.35 10.6 0.42 10.7 0.50 8.1 0.60 7.7 0.73 4.9 0.90 -6.1 1.10 -9.7 1.37 -20.2 1.70 -27.1 2.10 -40.1 2.62 -54.7 3.27 -72.5 4.10 -98.8 5.13 -138.5 6.42 -170.3 8.05 -223.5 10.12 -286.8 12.70 -361.4 15.97 -462.2 20.07 -588.2 20.08 -588.6 Tested By MY Date 8/11/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 100.0 01122334455Dial ReadingSquare Root Time (min) -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 100.0 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div)-2.2 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 14:17:05 Elapsed Dial Time Reading (min)(div) Initial -588.6 0.10 -577.5 0.20 -508.3 0.22 -493.3 0.25 -466.2 0.30 -444.1 0.35 -398.8 0.42 -353.8 0.50 -296.7 0.60 -221.2 0.73 -133.3 0.90 -15.2 1.12 -2.5 1.37 -2.4 1.70 -2.7 2.12 -2.5 2.63 -2.4 3.28 -2.2 4.10 -2.6 5.13 -2.4 6.43 -2.7 8.07 -2.4 10.13 -2.1 12.72 -2.3 15.98 -2.0 20.07 -2.2 Tested By MY Date 8/11/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 01122334455Dial ReadingSquare Root Time (min) -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div)10.0 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 14:37:09 Elapsed Dial Time Reading (min)(div) Initial -2.2 0.10 9.9 0.20 9.8 0.23 10.0 0.27 10.1 0.30 9.9 0.35 9.9 0.42 10.0 0.50 10.0 0.62 10.1 0.73 10.0 0.90 9.8 1.12 10.0 1.37 10.3 1.70 10.4 2.12 10.1 2.63 10.5 3.28 10.2 4.10 10.3 5.13 9.8 6.43 10.1 8.07 10.4 10.12 10.0 12.72 10.2 15.98 10.1 20.07 10.0 Tested By MY Date 8/11/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 9.7 9.8 9.9 10.0 10.1 10.2 10.3 10.4 10.5 10.6 01122334455Dial ReadingSquare Root Time (min) 9.7 9.8 9.9 10.0 10.1 10.2 10.3 10.4 10.5 10.6 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div)28.8 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 14:57:13 Elapsed Dial Time Reading (min)(div) Initial 10.0 0.10 28.5 0.20 28.7 0.22 28.5 0.25 28.8 0.30 28.6 0.35 29.1 0.42 28.7 0.50 28.6 0.60 28.8 0.73 28.9 0.90 28.5 1.10 28.6 1.37 28.7 1.70 28.4 2.10 28.4 2.62 28.8 3.27 28.3 4.10 28.8 5.13 28.6 6.43 28.7 8.07 28.6 10.12 28.5 12.72 28.7 15.97 28.6 20.08 28.7 20.10 28.8 Tested By MY Date 8/11/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 28.2 28.3 28.4 28.5 28.6 28.7 28.8 28.9 29.0 29.1 29.2 01122334455Dial ReadingSquare Root Time (min) 28.2 28.3 28.4 28.5 28.6 28.7 28.8 28.9 29.0 29.1 29.2 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-22 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-007 Visual Description ORANGE CLAYEY SILT Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (tsf) 0.24-0.24 Final Reading (div) -88.8 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 15:17:19 Elapsed Dial Time Reading (min)(div) Initial 28.8 0.10 28.5 0.20 28.9 0.23 28.3 0.25 28.5 0.30 28.3 0.35 28.7 0.42 28.2 0.50 28.3 0.60 28.6 0.73 28.6 0.90 28.3 6.43 18.1 8.07 12.7 10.12 5.1 12.72 -8.4 15.98 -22.0 20.08 -38.4 25.25 -47.2 31.75 -65.9 39.95 -66.3 50.25 -66.5 63.23 -66.2 79.57 -66.1 100.13 -66.5 126.03 -66.4 158.63 -66.7 316.37 -68.0 631.12 -69.0 1000.15 -78.1 2512.05 -79.9 3981.23 -88.8 Tested By MY Date 8/11/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-007 GEOJAC_SWELL.xlsm]STEP 1 -100.0 -80.0 -60.0 -40.0 -20.0 0.0 20.0 40.0 0 10203040506070Dial ReadingSquare Root Time (min) -100.0 -80.0 -60.0 -40.0 -20.0 0.0 20.0 40.0 0.1 1 10 100 1000 10000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILSASTM D 4829-11ClientBuilding & Earth Sciences, Inc.Boring No.B-17Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No.BSLab IDR-2017-798-001-008Visual Description BROWN/TAN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINEDConsolidometer No.R-5111 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Height of Volume Dry VoidTare NumberTB-04 802Pressure Reading Sample (cc) Density RatioWt. Tare & WS (g)574.17 524.84(kPa) (div) (mm)(g/cc)Wt. Tare & DS (g)526.74 435.78Wt. Water (g)47.43 89.06After Dry Loading6.9 36.0 25.309 206.212 1.623100.66348Wt. Tare (g) 134.16 101.83After Inundation6.9 -541.0 26.774 218.153 1.554040.73741Wt. DS (g) 392.58 333.95Water Content (%) 12.08 26.67Sample ParametersSample Diameter (in) 4.01 4.01Sample Height (in) 1.0000 1.0541Sample Volume (cc) 206.96 218.15Expansion Index, EI = 57.7Wt. Wet Sample + Ring (g) 742.45 796.74Wt. of Ring (g) 367.31 367.31Wt. of Wet Sample (g) 375.14 429.43Wet Density (pcf) 113.11 122.83Wet Density (g/cc) 1.81 1.97Water Content (%) 12.08 26.67Wt. of Dry Sample (g) 334.70 339.02Dry Density (pcf) 100.92 96.97Dry Density (g/cc) 1.62 1.55Void Ratio 0.6695 0.7374Saturation (%) 48.72 97.65Specific Gravity 2.70AssumedTested ByMYDate 8/23/17 Input Checked BySFSDate8/29/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-008 ExpansionIndex1.xls]FINAL 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILS ASTM D 4829-11 Client Building & Earth Sciences, Inc.Boring No.B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No.BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLA Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (kPa) 6.9 Final Reading (div) -541.0 Consolidometer No.R-511 1 Division (in) 0.0001 Start Date 8/23/17 Start Time 14:32:51 Elapsed Dial Time Reading (min) (div) Initial 0.0 0.05 -10.5 0.10 -11.0 0.15 -11.0 0.20 -11.5 0.25 -12.0 0.30 -12.5 0.45 -14.0 0.55 -14.5 1.05 -18.5 2.05 -25.5 2.30 -27.5 4.05 -39.0 9.05 -64.5 16.05 -96.0 25.05 -132.0 36.05 -170.5 49.05 -210.5 64.05 -250.5 81.05 -290.5 100.05 -329.5 121.05 -367.0 144.05 -400.5 180.05 -438.5 300.05 -495.0 520.05 -524.0 700.05 -531.5 960.05 -536.5 1089.30 -538.0 1357.13 -540.0 1357.92 -540.0 1418.08 -541.0 Tested By MY Date 8/23/17 Checked By SFS Date 8/29/17 page 2 of 2 DCN: CT-24E Date: 3/2/98 Revision: 2C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-008 ExpansionIndex1.xls]FINAL -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0 5 10 15 20 25 30 35 40Dial ReadingSquare Root Time (min) -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0.01 0.1 1 10 100 1000 10000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-17Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-008Visual Description BROWN/TAN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Note: Percent Swell/Collapse is based upon initial height of specimen.Tested By MY Date 8/18/17Approved By MPS Date8/30/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1During Inundation-1.40-1.20-1.00-0.80-0.60-0.40-0.200.001 10 100 1000Swell / Collapse (%)Vertical Stress (psf)- Collapse + 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-17Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-008Visual Description BROWN/TAN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Consolidometer No.R4091 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Machine Corrected Height ofVolume DryVoid PercentTare Number TB-01 TB-12Pressure Reading Deflection Reading Sample (cc) Density Ratio Swell/CollapseWt. Tare & WS (g) 377.37 288.25 (psf) (div) (div) (div) (mm) (g/cc) + (%) -Wt. Tare & DS (g) 336.76 257.40Wt. Water (g) 40.61 30.85 Seating (1.5)0 0 0 25.400 80.440 1.51696 0.779870.000Wt. Tare (g) 134.96 135.00 118 11.7 0.3 11.4 25.371 80.348 1.53202 0.76238-0.114Wt. DS (g) 201.80 122.40 235 25.1 1.3 23.8 25.340 80.248 1.53393 0.76019-0.238Water Content (%) 20.12 25.20 471 37.8 3.0 34.8 25.312 80.160 1.53562 0.75825-0.3481.5 19.6 0.0 19.6 25.350 80.282 1.53328 0.76093-0.196Sample Parameters118 27.9 0.3 27.6 25.330 80.218 1.53451 0.75952-0.276Sample Diameter (in) 2.5 2.5 235 35.5 1.3 34.1 25.313 80.165 1.53551 0.75837-0.341Sample Height (in) 1.0000 0.9872End of dry loading ->471 47.6 3.0 44.6 25.287 80.081 1.53713 0.75651-0.446Sample Volume (cc) 80.44 79.41 471 130.5 3.0 127.5 25.076 79.414 1.55004 0.74189-1.275Wt. Wet Sample + Ring (g) 361.27 368.81Wt. of Ring (g) 214.69 214.69Wt. of Wet Sample (g) 146.58 154.12 Percent Disturbance 0.10 %Wet Density (pcf) 113.71 121.10Wet Density (g/cc) 1.82 1.94Water Content (%) 20.12 25.20Wt. of Dry Sample (g) 122.02 123.09Percent Swell/Collapse after inundating: -0.83 %Dry Density (pcf) 94.66 96.72Dry Density (g/cc) 1.52 1.55Void Ratio 0.7799 0.7419Saturation (%) 69.67 91.73Note: Percent Swell/Collapse is based upon initial height of specimen.Specific Gravity2.70AssumedTested By MY Date 8/18/17Input Checked By GEM Date8/30/17page 2 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div)11.7 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 9:36:30 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.03 0.0 0.08 -0.2 0.13 0.1 0.18 0.0 0.25 0.1 0.30 0.1 0.45 0.1 0.55 0.2 1.05 1.1 2.30 1.0 4.05 7.8 9.05 8.4 16.05 10.4 20.03 11.7 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 01122334455Dial ReadingSquare Root Time (min) -2.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No. B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div)25.1 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 9:56:34 Elapsed Dial Time Reading (min)(div) Initial 11.7 0.05 13.9 0.10 16.2 0.15 16.2 0.20 16.6 0.25 16.4 0.30 17.3 0.45 17.4 0.55 17.4 1.05 17.5 2.30 19.7 4.05 20.2 9.05 23.2 16.05 24.0 20.05 25.1 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div)37.8 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 10:16:37 Elapsed Dial Time Reading (min)(div) Initial 25.1 0.05 32.4 0.10 33.0 0.15 33.7 0.20 34.1 0.25 33.7 0.30 33.9 0.45 34.2 0.55 34.3 1.05 34.9 2.30 35.2 4.05 35.8 9.05 36.6 16.07 37.5 20.07 37.8 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.24-0 Final Reading (div)19.6 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 10:36:41 Elapsed Dial Time Reading (min)(div) Initial 37.8 0.05 37.7 0.10 37.5 0.15 37.7 0.20 37.7 0.25 37.4 0.30 31.5 0.45 26.4 0.55 26.4 1.05 25.8 2.30 24.6 4.05 23.5 9.07 22.0 16.07 19.6 20.03 19.6 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div)27.9 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 10:56:43 Elapsed Dial Time Reading (min)(div) Initial 19.6 0.03 20.3 0.08 21.0 0.13 21.4 0.18 23.9 0.25 23.9 0.30 23.6 0.45 24.0 0.55 24.5 1.05 24.6 2.30 26.3 4.05 26.7 9.05 27.3 16.05 27.9 20.05 27.9 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div)35.5 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 11:16:47 Elapsed Dial Time Reading (min)(div) Initial 27.9 0.05 27.9 0.10 29.9 0.15 30.4 0.20 30.7 0.25 30.7 0.30 30.6 0.45 30.6 0.55 30.6 1.05 31.9 2.30 32.2 4.05 32.1 9.05 33.8 16.05 35.0 20.05 35.5 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div)47.6 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 11:36:50 Elapsed Dial Time Reading (min)(div) Initial 35.5 0.05 35.9 0.10 36.2 0.15 39.1 0.20 39.5 0.25 39.7 0.30 39.6 0.45 40.1 0.55 39.9 1.05 40.4 2.30 41.0 4.05 41.5 9.07 41.9 16.07 42.6 25.07 43.9 36.07 45.9 49.07 47.1 60.18 47.6 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0123456789Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-17 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-008 Visual Description BROWN/TAN SILTY CLAY Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (tsf) 0.24-0.24 Final Reading (div) 130.5 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 12:37:01 Elapsed Dial Time Reading (min)(div) Initial 47.6 0.05 47.8 0.10 47.8 0.15 48.0 0.20 47.9 0.25 47.9 0.30 47.7 0.45 47.7 0.55 47.5 1.07 48.1 2.32 48.1 4.07 48.0 9.07 48.5 16.07 49.1 25.07 49.9 36.07 50.3 49.07 52.1 64.07 53.3 81.07 54.3 100.07 56.1 121.07 58.7 144.07 60.0 180.07 62.8 300.07 72.0 520.07 84.3 700.07 90.8 960.08 97.5 1440.08 128.5 1680.08 130.5 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-008 GEOJAC_SWELL.xlsm]STEP 1 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 0 5 10 15 20 25 30 35 40 45Dial ReadingSquare Root Time (min) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 0.01 0.1 1 10 100 1000 10000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILSASTM D 4829-11ClientBuilding & Earth Sciences, Inc.Boring No.B-21Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No.BSLab IDR-2017-798-001-009Visual Description BROWN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINEDConsolidometer No.R-5111 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Height of Volume Dry VoidTare Number802 TB-08Pressure Reading Sample (cc) Density RatioWt. Tare & WS (g)433.78 556.59(kPa) (div) (mm)(g/cc)Wt. Tare & DS (g)400.79 469.16Wt. Water (g)32.99 87.43After Dry Loading6.9 13.0 25.367 206.688 1.673520.61337Wt. Tare (g) 101.87 135.23After Inundation6.9 -623.5 26.984 219.861 1.527950.76708Wt. DS (g) 298.92 333.93Water Content (%) 11.04 26.18Sample ParametersSample Diameter (in) 4.01 4.01Sample Height (in) 1.0000 1.0624Sample Volume (cc) 206.96 219.86Expansion Index, EI = 63.7Wt. Wet Sample + Ring (g) 751.38 791.20Wt. of Ring (g) 367.31 367.31Wt. of Wet Sample (g) 384.07 423.89Wet Density (pcf) 115.80 120.31Wet Density (g/cc) 1.86 1.93Water Content (%) 11.04 26.18Wt. of Dry Sample (g) 345.90 335.94Dry Density (pcf) 104.29 95.34Dry Density (g/cc) 1.67 1.53Void Ratio 0.6155 0.7671Saturation (%) 48.42 92.16Specific Gravity 2.70AssumedTested ByMYDate 8/21/17 Input Checked BySFSDate8/29/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 ExpansionIndex1.xls]FINAL 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILS ASTM D 4829-11 Client Building & Earth Sciences, Inc.Boring No.B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No.BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (kPa)6.9 Final Reading (div) -623.5 Consolidometer No.R-511 1 Division (in) 0.0001 Start Date 8/21/17 Start Time 15:41:52 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.05 -10.0 0.10 -10.0 0.15 -10.0 0.20 -10.5 0.25 -11.0 0.30 -11.0 0.45 -12.0 0.55 -12.5 1.05 -15.0 2.05 -20.0 2.30 -21.0 4.05 -27.0 9.05 -41.5 16.05 -59.0 25.05 -80.5 36.05 -105.5 49.05 -131.5 64.05 -160.0 81.05 -188.0 100.05 -217.0 121.05 -246.0 144.05 -276.0 180.05 -321.5 300.05 -444.5 520.05 -548.5 700.05 -580.5 960.05 -599.0 1029.63 -602.0 1112.47 -605.0 1440.05 -613.5 2400.05 -623.5 Tested By MY Date 8/21/17 Checked By SFS Date 8/29/17 page 2 of 2 DCN: CT-24E Date: 3/2/98 Revision: 2C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 ExpansionIndex1.xls]FINAL -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0 102030405060Dial ReadingSquare Root Time (min) -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0.01 0.1 1 10 100 1000 10000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-21Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-009Visual Description BROWN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Note: Percent Swell/Collapse is based upon initial height of specimen.Tested By MY Date 8/11/17Approved By MPS Date8/22/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1During Inundation-1.40-1.20-1.00-0.80-0.60-0.40-0.200.000.201 10 100 1000Swell / Collapse (%)Vertical Stress (psf)- Collapse + 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-21Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-009Visual Description BROWN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Consolidometer No.R4911 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Machine Corrected Height ofVolume DryVoid PercentTare Number TB-10 TB-05Pressure Reading Deflection Reading Sample (cc) Density Ratio Swell/CollapseWt. Tare & WS (g) 429.21 291.75 (psf) (div) (div) (div) (mm) (g/cc) + (%) -Wt. Tare & DS (g) 382.30 263.20Wt. Water (g) 46.91 28.55 Seating (1.5)0 0 0 25.400 80.440 1.61228 0.674650.000Wt. Tare (g) 134.37 135.12 118 56.2 0.3 55.9 25.258 79.990 1.63370 0.65269-0.559Wt. DS (g) 247.93 128.08 235 76.0 1.3 74.7 25.210 79.839 1.63680 0.64956-0.747Water Content (%) 18.92 22.29 471 94.7 3.0 91.7 25.167 79.702 1.63962 0.64673-0.9171.5 53.0 0.0 53.0 25.265 80.014 1.63323 0.65317-0.530Sample Parameters118 82.1 0.3 81.7 25.192 79.782 1.63796 0.64839-0.817Sample Diameter (in) 2.5 2.5 235 86.9 1.3 85.6 25.183 79.752 1.63859 0.64776-0.856Sample Height (in) 1.0000 0.9902End of dry loading ->471 119.1 3.0 116.1 25.105 79.506 1.64366 0.64268-1.161Sample Volume (cc) 80.44 79.65 471 101.0 3.0 98.0 25.151 79.652 1.64064 0.64570-0.980Wt. Wet Sample + Ring (g) 348.88 354.46Wt. of Ring (g) 194.65 194.65Wt. of Wet Sample (g) 154.23 159.81 Percent Disturbance 0.24 %Wet Density (pcf) 119.64 125.20Wet Density (g/cc) 1.92 2.01Water Content (%) 18.92 22.29Wt. of Dry Sample (g) 129.69 130.68Percent Swell/Collapse after inundating: 0.18 %Dry Density (pcf) 100.61 102.38Dry Density (g/cc) 1.61 1.64Void Ratio 0.6746 0.6457Saturation (%) 75.72 93.21Note: Percent Swell/Collapse is based upon initial height of specimen.Specific Gravity2.70AssumedTested By MY Date 8/11/17Input Checked By GEM Date8/22/17page 2 of 2DCN: CT-24E Date: 5/3/12 Revision: 6Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div)56.2 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 12:17:31 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.05 0.2 0.10 0.3 0.15 0.0 0.20 0.2 0.27 0.1 0.32 0.4 0.47 0.3 0.57 0.1 1.07 27.8 2.32 46.8 4.07 47.9 9.07 51.0 16.08 53.1 20.08 56.2 Tested By MY Date 8/11/17 Checked By GEM Date 8/22/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 01122334455Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No. B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div)76.0 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 12:37:36 Elapsed Dial Time Reading (min)(div) Initial 56.2 0.05 56.3 0.10 56.2 0.15 57.5 0.20 59.2 0.25 61.0 0.30 62.7 0.45 63.8 0.55 64.1 1.05 66.0 2.30 67.6 4.05 69.0 9.05 72.4 16.05 74.7 20.05 76.0 Tested By MY Date 8/11/17 Checked By GEM Date 8/22/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 50.0 55.0 60.0 65.0 70.0 75.0 80.0 01122334455Dial ReadingSquare Root Time (min) 50.0 55.0 60.0 65.0 70.0 75.0 80.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div)94.7 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 12:57:39 Elapsed Dial Time Reading (min)(div) Initial 76.0 0.05 75.5 0.10 82.0 0.15 82.7 0.20 83.4 0.25 83.4 0.30 83.5 0.47 84.1 0.57 84.0 1.07 85.2 2.32 86.5 4.07 88.8 9.07 91.3 16.07 94.7 20.05 94.6 Tested By MY Date 8/11/17 Checked By GEM Date 8/22/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 70.0 75.0 80.0 85.0 90.0 95.0 100.0 01122334455Dial ReadingSquare Root Time (min) 70.0 75.0 80.0 85.0 90.0 95.0 100.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.24-0 Final Reading (div)53.0 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 13:17:42 Elapsed Dial Time Reading (min)(div) Initial 94.7 0.05 94.7 0.10 77.0 0.17 75.7 0.22 75.8 0.27 75.3 0.32 75.5 0.47 75.6 0.57 69.3 1.07 58.9 2.32 56.8 4.07 56.5 9.08 56.2 16.08 54.7 20.05 53.0 Tested By MY Date 8/11/17 Checked By GEM Date 8/22/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0 100.0 01122334455Dial ReadingSquare Root Time (min) 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0 100.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div)82.1 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 13:37:45 Elapsed Dial Time Reading (min)(div) Initial 53.0 0.05 52.5 0.10 52.7 0.15 52.9 0.20 52.7 0.25 52.7 0.30 52.6 0.45 52.9 0.55 54.6 1.05 78.7 2.32 79.6 4.07 80.2 9.07 80.7 16.07 82.1 20.05 81.7 Tested By MY Date 8/11/17 Checked By GEM Date 8/22/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 01122334455Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div)86.9 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 13:57:48 Elapsed Dial Time Reading (min)(div) Initial 82.1 0.03 81.5 0.10 84.3 0.15 84.7 0.20 84.5 0.25 84.4 0.30 84.7 0.45 84.5 0.55 84.5 1.05 84.6 2.30 84.7 4.05 84.7 9.05 85.7 16.05 86.9 20.05 85.7 Tested By MY Date 8/11/17 Checked By GEM Date 8/22/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 81.0 82.0 83.0 84.0 85.0 86.0 87.0 88.0 01122334455Dial ReadingSquare Root Time (min) 81.0 82.0 83.0 84.0 85.0 86.0 87.0 88.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div) 119.1 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 14:17:52 Elapsed Dial Time Reading (min)(div) Initial 86.9 0.05 85.9 0.10 96.2 0.15 96.5 0.20 94.7 0.25 95.6 0.30 95.6 0.45 95.9 0.55 95.8 1.05 95.9 2.32 96.4 4.07 91.9 9.07 95.6 14.02 109.0 23.02 116.8 32.02 118.7 36.13 119.1 Tested By MY Date 8/11/17 Checked By GEM Date 8/22/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 01234567Dial ReadingSquare Root Time (min) 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-21 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-009 Visual Description BROWN SILTY CLAY Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (tsf) 0.24-0.24 Final Reading (div) 101.0 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/11/17 Start Time 14:54:00 Elapsed Dial Time Reading (min)(div) Initial 119.1 0.05 119.0 0.12 120.3 0.17 120.7 0.22 121.7 0.27 122.7 0.32 122.5 0.47 123.2 0.57 123.8 1.07 124.9 2.32 125.9 4.07 126.0 9.07 126.0 16.07 125.8 25.07 123.3 36.07 120.9 49.08 120.2 64.08 118.7 81.08 118.5 100.08 117.8 121.08 117.0 144.08 114.6 180.08 111.1 300.08 108.1 520.08 104.5 700.08 101.5 960.08 101.0 Tested By MY Date 8/11/17 Checked By GEM Date 8/22/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-009 GEOJAC_SWELL.xlsm]STEP 1 100.0 105.0 110.0 115.0 120.0 125.0 130.0 0 5 10 15 20 25 30 35Dial ReadingSquare Root Time (min) 100.0 105.0 110.0 115.0 120.0 125.0 130.0 0.01 0.1 1 10 100 1000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILSASTM D 4829-11ClientBuilding & Earth Sciences, Inc.Boring No.B-10Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No.BSLab IDR-2017-798-001-010Visual Description TAN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINEDConsolidometer No.R-5111 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Height of Volume Dry VoidTare Number812 807Pressure Reading Sample (cc) Density RatioWt. Tare & WS (g)394.90 555.18(kPa) (div) (mm)(g/cc)Wt. Tare & DS (g)371.90 478.74Wt. Water (g)23.00 76.44After Dry Loading6.9 11.0 25.372 206.729 1.824900.47953Wt. Tare (g) 105.32 102.07After Inundation6.9 -446.0 26.533 216.187 1.753870.53945Wt. DS (g) 266.58 376.67Water Content (%) 8.63 20.29Sample ParametersSample Diameter (in) 4.01 4.01Sample Height (in) 1.0000 1.0446Sample Volume (cc) 206.96 216.19Expansion Index, EI = 45.7Wt. Wet Sample + Ring (g) 777.12 823.42Wt. of Ring (g) 367.31 367.31Wt. of Wet Sample (g) 409.81 456.11Wet Density (pcf) 123.56 131.65Wet Density (g/cc) 1.98 2.11Water Content (%) 8.63 20.29Wt. of Dry Sample (g) 377.26 379.16Dry Density (pcf) 113.75 109.44Dry Density (g/cc) 1.82 1.75Void Ratio 0.4812 0.5395Saturation (%) 48.41 101.57Specific Gravity 2.70AssumedTested ByMYDate 8/24/17 Input Checked BySFSDate8/29/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-010 ExpansionIndex1.xls]FINAL 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILS ASTM D 4829-11 Client Building & Earth Sciences, Inc.Boring No.B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No.BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (kPa)6.9 Final Reading (div) -446.0 Consolidometer No.R-511 1 Division (in) 0.0001 Start Date 8/24/17 Start Time 16:49:01 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.05 -10.5 0.10 -11.0 0.15 -12.0 0.20 -12.5 0.25 -13.0 0.30 -14.0 0.45 -15.5 0.55 -16.5 1.05 -21.5 2.05 -28.5 2.30 -30.0 4.05 -38.5 9.05 -55.5 16.05 -71.5 25.05 -86.5 36.05 -101.0 49.05 -115.0 64.05 -128.0 81.05 -140.5 100.05 -152.5 121.05 -168.0 144.05 -229.5 180.05 -345.5 300.05 -419.0 520.05 -439.5 700.05 -443.5 960.05 -445.5 1100.98 -446.0 Tested By MY Date 8/24/17 Checked By SFS Date 8/29/17 page 2 of 2 DCN: CT-24E Date: 3/2/98 Revision: 2C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-010 ExpansionIndex1.xls]FINAL -500.0 -450.0 -400.0 -350.0 -300.0 -250.0 -200.0 -150.0 -100.0 -50.0 0.0 0 5 10 15 20 25 30 35Dial ReadingSquare Root Time (min) -500.0 -450.0 -400.0 -350.0 -300.0 -250.0 -200.0 -150.0 -100.0 -50.0 0.0 0.01 0.1 1 10 100 1000 10000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-10Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-010Visual Description TAN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Note: Percent Swell/Collapse is based upon initial height of specimen.Tested By MY Date 8/18/17Approved By MPS Date8/30/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1During Inundation-3.00-2.50-2.00-1.50-1.00-0.500.001 10 100 1000Swell / Collapse (%)Vertical Stress (psf)- Collapse + 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-10Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-010Visual Description TAN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Consolidometer No.R4911 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Machine Corrected Height ofVolume DryVoid PercentTare Number TB-11 TB-10Pressure Reading Deflection Reading Sample (cc) Density Ratio Swell/CollapseWt. Tare & WS (g) 478.34 292.96 (psf) (div) (div) (div) (mm) (g/cc) + (%) -Wt. Tare & DS (g) 420.32 266.32Wt. Water (g) 58.02 26.64 Seating (1.5)0 0 0 25.400 80.440 1.63637 0.649990.000Wt. Tare (g) 134.72 134.37 118 45.3 0.3 44.9 25.286 80.078 1.64963 0.63673-0.449Wt. DS (g) 285.60 131.95 235 80.8 1.3 79.5 25.198 79.801 1.65538 0.63105-0.795Water Content (%) 20.32 20.19 471 149.7 3.0 146.7 25.027 79.259 1.66668 0.61999-1.4671.5 69.1 0.0 69.1 25.225 79.884 1.65364 0.63276-0.691Sample Parameters118 123.7 0.3 123.3 25.087 79.448 1.66273 0.62384-1.233Sample Diameter (in) 2.5 2.5 235 135.9 1.3 134.5 25.058 79.358 1.66461 0.62200-1.345Sample Height (in) 1.0000 0.9730End of dry loading ->471 170.6 3.0 167.6 24.974 79.091 1.67022 0.61656-1.676Sample Volume (cc) 80.44 78.27 471 273.0 3.0 270.0 24.714 78.268 1.68778 0.59973-2.700Wt. Wet Sample + Ring (g) 262.82 263.22Wt. of Ring (g) 104.45 104.45Wt. of Wet Sample (g) 158.37 158.77 Percent Disturbance 0.21 %Wet Density (pcf) 122.85 126.58Wet Density (g/cc) 1.97 2.03Water Content (%) 20.32 20.19Wt. of Dry Sample (g) 131.63 132.10Percent Swell/Collapse after inundating: -1.02 %Dry Density (pcf) 102.11 105.32Dry Density (g/cc) 1.64 1.69Void Ratio 0.6500 0.5997Saturation (%) 84.39 90.89Note: Percent Swell/Collapse is based upon initial height of specimen.Specific Gravity2.70AssumedTested By MY Date 8/18/17Input Checked By GEM Date8/30/17page 2 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div)45.3 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 11:04:15 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.05 0.3 0.12 3.0 0.17 4.2 0.22 6.0 0.27 8.0 0.32 16.4 0.47 22.4 0.57 22.4 1.07 23.3 2.32 28.7 4.07 30.3 9.07 36.6 16.07 42.8 20.05 45.3 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No. B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div)80.8 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 11:24:18 Elapsed Dial Time Reading (min)(div) Initial 45.3 0.05 51.3 0.10 57.1 0.15 57.5 0.20 57.8 0.25 58.4 0.30 59.0 0.45 60.6 0.55 61.0 1.05 62.2 2.30 65.0 4.05 68.5 9.05 73.4 16.05 78.9 20.03 80.8 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 01122334455Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div) 149.7 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 11:44:20 Elapsed Dial Time Reading (min)(div) Initial 80.8 0.05 84.2 0.10 106.2 0.15 110.4 0.20 114.1 0.25 116.9 0.30 118.1 0.45 122.7 0.55 123.0 1.05 131.0 2.30 134.1 4.05 138.8 9.05 143.8 16.05 148.5 20.02 149.7 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 01122334455Dial ReadingSquare Root Time (min) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.24-0 Final Reading (div)69.1 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 12:04:21 Elapsed Dial Time Reading (min)(div) Initial 149.7 0.05 150.1 0.10 150.0 0.15 134.0 0.22 128.8 0.27 123.4 0.32 121.9 0.47 112.4 0.57 111.7 1.07 107.2 2.32 99.0 4.07 72.5 9.07 70.2 16.07 69.3 20.03 69.1 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 01122334455Dial ReadingSquare Root Time (min) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div) 123.7 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 12:24:23 Elapsed Dial Time Reading (min)(div) Initial 69.1 0.03 69.0 0.10 69.0 0.15 68.9 0.20 69.2 0.25 69.0 0.30 69.5 0.45 90.7 0.55 113.2 1.05 119.0 2.30 119.6 4.05 119.4 9.05 121.3 16.05 122.6 20.02 123.7 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 01122334455Dial ReadingSquare Root Time (min) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div) 135.9 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 12:44:25 Elapsed Dial Time Reading (min)(div) Initial 123.7 0.03 124.0 0.08 123.0 0.13 123.7 0.20 123.9 0.25 130.0 0.30 130.4 0.45 132.3 0.55 132.6 1.05 132.9 2.30 133.6 4.05 134.1 9.05 134.4 16.05 135.9 20.02 135.8 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 122.0 124.0 126.0 128.0 130.0 132.0 134.0 136.0 138.0 01122334455Dial ReadingSquare Root Time (min) 122.0 124.0 126.0 128.0 130.0 132.0 134.0 136.0 138.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div) 170.6 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 13:04:27 Elapsed Dial Time Reading (min)(div) Initial 135.9 0.05 139.5 0.10 147.5 0.15 149.6 0.20 149.7 0.25 150.2 0.32 150.6 0.47 151.5 0.57 153.0 1.07 155.0 2.32 156.8 4.07 159.3 9.07 161.5 16.07 164.4 25.07 165.7 36.07 167.0 49.07 169.4 60.08 170.6 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 0123456789Dial ReadingSquare Root Time (min) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-10 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-010 Visual Description TAN SILTY CLAY Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (tsf) 0.24-0.24 Final Reading (div) 273.0 Consolidometer No.R491 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 14:04:32 Elapsed Dial Time Reading (min)(div) Initial 170.6 0.05 170.4 0.10 170.5 0.15 170.3 0.20 170.3 0.25 170.6 0.30 170.4 0.45 170.4 0.55 170.9 1.05 170.6 2.30 171.8 4.07 171.9 9.07 171.9 16.07 173.6 25.07 175.2 36.07 175.9 49.07 179.8 64.07 182.9 81.07 184.8 100.08 186.2 121.08 188.3 144.08 190.0 180.08 192.8 300.08 205.1 520.08 224.5 700.08 239.3 960.08 263.8 1440.08 272.9 1680.08 273.0 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-010 GEOJAC_SWELL.xlsm]STEP 1 0.0 50.0 100.0 150.0 200.0 250.0 300.0 0 5 10 15 20 25 30 35 40 45Dial ReadingSquare Root Time (min) 0.0 50.0 100.0 150.0 200.0 250.0 300.0 0.01 0.1 1 10 100 1000 10000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILSASTM D 4829-11ClientBuilding & Earth Sciences, Inc.Boring No.B-2Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No.BSLab IDR-2017-798-001-011Visual Description BROWN SILTSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINEDConsolidometer No.R-5111 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Height of Volume Dry VoidTare NumberTB-05 800Pressure Reading Sample (cc) Density RatioWt. Tare & WS (g)379.05 496.09(kPa) (div) (mm)(g/cc)Wt. Tare & DS (g)354.18 422.81Wt. Water (g)24.87 73.28After Dry Loading6.9 58.3 25.252 205.750 1.669420.61733Wt. Tare (g) 135.07 102.89After Inundation6.9 -214.5 25.945 211.396 1.581990.70671Wt. DS (g) 219.11 319.92Water Content (%) 11.35 22.91Sample ParametersSample Diameter (in) 4.01 4.01Sample Height (in) 1.0000 1.0215Sample Volume (cc) 206.96 211.40Expansion Index, EI = 27.3Wt. Wet Sample + Ring (g) 749.78 778.34Wt. of Ring (g) 367.31 367.31Wt. of Wet Sample (g) 382.47 411.03Wet Density (pcf) 115.32 121.33Wet Density (g/cc) 1.85 1.94Water Content (%) 11.35 22.91Wt. of Dry Sample (g) 343.48 334.43Dry Density (pcf) 103.56 98.72Dry Density (g/cc) 1.66 1.58Void Ratio 0.6268 0.7067Saturation (%) 48.89 87.51Specific Gravity 2.70AssumedTested ByMYDate 8/16/17 Input Checked BySFSDate8/29/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 ExpansionIndex1.xls]FINAL 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILS ASTM D 4829-11 Client Building & Earth Sciences, Inc.Boring No.B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No.BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (kPa)6.9 Final Reading (div) -214.5 Consolidometer No.R-511 1 Division (in) 0.0001 Start Date 8/16/17 Start Time 12:32:32 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.05 1.5 0.10 2.5 0.15 3.0 0.20 3.0 0.25 3.5 0.40 3.5 0.50 3.5 1.00 -0.5 2.00 -11.0 2.25 -14.0 4.00 -46.0 9.00 -146.0 16.00 -188.0 25.00 -196.5 36.00 -200.5 49.00 -203.0 64.00 -205.0 81.00 -206.5 100.00 -207.5 121.00 -208.5 144.00 -209.0 180.00 -210.0 300.00 -211.0 520.00 -213.0 700.00 -213.5 960.00 -214.0 1440.00 -214.5 Tested By MY Date 8/16/17 Checked By SFS Date 8/29/17 page 2 of 2 DCN: CT-24E Date: 3/2/98 Revision: 2C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 ExpansionIndex1.xls]FINAL -250.0 -200.0 -150.0 -100.0 -50.0 0.0 50.0 0 5 10 15 20 25 30 35 40Dial ReadingSquare Root Time (min) -250.0 -200.0 -150.0 -100.0 -50.0 0.0 50.0 0.01 0.1 1 10 100 1000 10000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-2Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-011Visual Description BROWN SILTSample Conditions:UNDISTURBED, INUNDATED AND DOUBLE DRAINED Note: Percent Swell/Collapse is based upon initial height of specimen.Tested By MY Date 8/15/17Approved By MPS Date8/30/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1During Inundation-0.70-0.60-0.50-0.40-0.30-0.20-0.100.000.100.201 10 100 1000Swell / Collapse (%)Vertical Stress (psf)- Collapse + 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-2Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-011Visual Description BROWN SILTSample Conditions:UNDISTURBED, INUNDATED AND DOUBLE DRAINED Consolidometer No.R4091 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Machine Corrected Height ofVolume DryVoid PercentTare Number TB-12 TB-12Pressure Reading Deflection Reading Sample (cc) Density Ratio Swell/CollapseWt. Tare & WS (g) 300.51 292.91 (psf) (div) (div) (div) (mm) (g/cc) + (%) -Wt. Tare & DS (g) 273.99 264.98Wt. Water (g) 26.52 27.93 Seating (1.5)0 0 0 25.400 80.440 1.61799 0.668730.000Wt. Tare (g) 135.03 135.02 118 12.9 0.3 12.6 25.368 80.339 1.61970 0.66697-0.126Wt. DS (g) 138.96 129.96 235 28.0 1.3 26.6 25.332 80.226 1.62198 0.66463-0.266Water Content (%) 19.08 21.49 471 62.2 3.0 59.2 25.250 79.964 1.62729 0.65920-0.5921.5 29.1 0.0 29.1 25.326 80.206 1.62238 0.66422-0.291Sample Parameters118 38.2 0.3 37.9 25.304 80.135 1.62381 0.66275-0.379Sample Diameter (in) 2.5 2.5 235 48.2 1.3 46.8 25.281 80.063 1.62528 0.66125-0.468Sample Height (in) 1.0000 0.9935End of dry loading ->471 68.4 3.0 65.4 25.234 79.913 1.62832 0.65815-0.654Sample Volume (cc) 80.44 79.92 471 67.8 3.0 64.8 25.235 79.918 1.62822 0.65825-0.648Wt. Wet Sample + Ring (g) 369.72 372.82Wt. of Ring (g) 214.73 214.73Wt. of Wet Sample (g) 154.99 158.09 Percent Disturbance 0.06 %Wet Density (pcf) 120.23 123.44Wet Density (g/cc) 1.93 1.98Water Content (%) 19.08 21.49Wt. of Dry Sample (g) 130.15 130.12Percent Swell/Collapse after inundating: 0.01 %Dry Density (pcf) 100.96 101.60Dry Density (g/cc) 1.62 1.63Void Ratio 0.6687 0.6583Saturation (%) 77.05 88.15Note: Percent Swell/Collapse is based upon initial height of specimen.Specific Gravity2.70AssumedTested By MY Date 8/15/17Input Checked By GEM Date8/30/17page 2 of 2DCN: CT-24E Date: 5/3/12 Revision: 6Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:UNDISTURBED Test Load (tsf) 0-0.06 Final Reading (div)12.9 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/15/17 Start Time 9:42:10 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.03 0.0 0.08 -0.1 0.13 0.0 0.18 5.5 0.25 9.1 0.30 9.5 0.45 9.4 0.55 10.0 1.05 10.3 2.30 10.5 4.05 10.8 9.05 12.2 16.05 12.9 20.05 12.8 Tested By MY Date 8/15/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 01122334455Dial ReadingSquare Root Time (min) -2.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No. B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:UNDISTURBED Test Load (tsf) 0.06-0.12 Final Reading (div)28.0 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/15/17 Start Time 10:02:14 Elapsed Dial Time Reading (min)(div) Initial 12.9 0.05 16.0 0.10 20.9 0.15 21.6 0.20 22.5 0.25 23.4 0.30 23.3 0.45 23.5 0.55 23.5 1.07 23.7 2.32 25.0 4.07 24.8 9.07 26.2 16.07 26.7 20.05 28.0 Tested By MY Date 8/15/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:UNDISTURBED Test Load (tsf) 0.12-0.24 Final Reading (div)62.2 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/15/17 Start Time 10:22:17 Elapsed Dial Time Reading (min)(div) Initial 28.0 0.03 41.9 0.08 47.5 0.15 50.3 0.20 51.0 0.25 51.2 0.30 51.5 0.45 52.7 0.55 53.2 1.05 54.5 2.30 56.1 4.05 57.7 9.05 60.2 16.05 61.5 20.03 62.2 Tested By MY Date 8/15/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 01122334455Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:UNDISTURBED Test Load (tsf) 0.24-0 Final Reading (div)29.1 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/15/17 Start Time 10:42:20 Elapsed Dial Time Reading (min)(div) Initial 62.2 0.05 62.2 0.10 53.9 0.15 41.4 0.20 38.6 0.25 37.1 0.30 35.8 0.45 32.9 0.57 33.3 1.07 33.2 2.32 33.2 4.07 30.0 9.07 29.6 16.07 29.1 20.05 29.5 Tested By MY Date 8/15/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 01122334455Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:UNDISTURBED Test Load (tsf) 0-0.06 Final Reading (div)38.2 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/15/17 Start Time 11:02:23 Elapsed Dial Time Reading (min)(div) Initial 29.1 0.03 29.3 0.08 29.1 0.13 29.2 0.20 29.0 0.25 29.1 0.30 29.0 0.45 28.9 0.55 30.5 1.05 35.9 2.30 37.4 4.05 37.2 9.05 37.8 16.05 38.1 20.03 38.2 Tested By MY Date 8/15/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 01122334455Dial ReadingSquare Root Time (min) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:UNDISTURBED Test Load (tsf) 0.06-0.12 Final Reading (div)48.2 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/15/17 Start Time 11:22:27 Elapsed Dial Time Reading (min)(div) Initial 38.2 0.05 37.9 0.10 37.8 0.15 38.3 0.20 38.2 0.25 38.2 0.30 39.8 0.45 44.4 0.55 45.1 1.05 45.6 2.30 46.4 4.05 47.8 9.05 47.4 16.05 48.0 20.07 48.2 Tested By MY Date 8/15/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 01122334455Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:UNDISTURBED Test Load (tsf) 0.12-0.24 Final Reading (div)68.4 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/15/17 Start Time 11:42:31 Elapsed Dial Time Reading (min)(div) Initial 48.2 0.05 48.0 0.10 48.3 0.15 48.2 0.22 48.8 0.27 53.2 0.32 58.2 0.47 60.1 0.57 60.6 1.07 61.5 2.32 62.5 4.07 63.6 9.07 64.2 16.07 65.5 25.07 67.3 28.42 68.4 Tested By MY Date 8/15/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 0123456Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-2 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-011 Visual Description BROWN SILT Sample Conditions:UNDISTURBED, INUNDATED AND DOUBLE DRAINED Test Load (tsf) 0.24-0.24 Final Reading (div)67.8 Consolidometer No.R409 1 Division (in) 0.0001 Start Date 8/15/17 Start Time 12:10:57 Elapsed Dial Time Reading (min)(div) Initial 68.4 0.05 68.1 0.10 68.1 0.15 68.2 0.20 68.4 0.25 68.2 0.30 68.4 0.45 68.3 0.55 68.2 1.05 68.5 2.30 68.4 4.05 68.4 9.07 68.5 16.07 67.8 25.07 68.4 36.07 68.1 49.07 68.6 64.07 68.1 81.07 70.4 100.07 71.2 121.07 71.0 144.07 70.6 180.07 71.6 300.07 74.5 520.08 71.5 700.08 69.3 960.08 67.9 Tested By MY Date 8/15/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 Z:\2017 PROJECTS\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-011 GEOJAC_SWELL.xlsm]STEP 1 67.0 68.0 69.0 70.0 71.0 72.0 73.0 74.0 75.0 0 5 10 15 20 25 30 35Dial ReadingSquare Root Time (min) 67.0 68.0 69.0 70.0 71.0 72.0 73.0 74.0 75.0 0.01 0.1 1 10 100 1000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILSASTM D 4829-11ClientBuilding & Earth Sciences, Inc.Boring No.B-31Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No.BSLab IDR-2017-798-001-012Visual Description TAN/BROWN SILTYCLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINEDConsolidometer No.R-5111 Division = 0.0001 (in.)Sample Properties Initial Final Test Data SummaryWater ContentApplied Final Dial Height of Volume Dry VoidTare Number 810 TB-03Pressure Reading Sample (cc) Density RatioWt. Tare & WS (g) 364.52 559.58 (kPa) (div) (mm) (g/cc)Wt. Tare & DS (g) 337.50 465.87Wt. Water (g) 27.02 93.71After Dry Loading6.9 36.0 25.309 206.212 1.629110.65735Wt. Tare (g) 112.42 134.14After Inundation6.9 -757.0 27.323 222.623 1.516290.78066Wt. DS (g) 225.08 331.73Water Content (%) 12.00 28.25Sample ParametersSample Diameter (in) 4.01 4.01Sample Height (in) 1.0000 1.0757Sample Volume (cc) 206.96 222.62Expansion Index, EI = 79.3Wt. Wet Sample + Ring (g) 743.58 800.23Wt. of Ring (g) 367.31 367.31Wt. of Wet Sample (g) 376.27 432.92Wet Density (pcf) 113.45 121.34Wet Density (g/cc) 1.82 1.94Water Content (%) 12.00 28.25Wt. of Dry Sample (g) 335.94 337.56Dry Density (pcf) 101.29 94.62Dry Density (g/cc) 1.62 1.52Void Ratio 0.6633 0.7807Saturation (%) 48.86 97.70Specific Gravity 2.70AssumedTested ByMYDate 8/25/17 Input Checked BySFSDate8/29/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-012 ExpansionIndex1.xls]FINAL 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net EXPANSION INDEX of SOILS ASTM D 4829-11 Client Building & Earth Sciences, Inc.Boring No.B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No.BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (kPa)6.9 Final Reading (div) -757.0 Consolidometer No.R-511 1 Division (in) 0.0001 Start Date 8/25/17 Start Time 14:24:17 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.05 -9.0 0.08 -10.5 0.13 -12.5 0.18 -14.0 0.23 -16.0 0.28 -17.5 0.43 -22.5 0.53 -26.0 1.03 -40.5 2.03 -66.5 2.28 -72.5 4.03 -102.5 9.03 -160.0 16.03 -213.5 25.03 -257.0 36.03 -296.0 49.03 -358.0 64.03 -463.0 81.03 -548.5 100.03 -608.5 121.03 -651.0 144.03 -680.5 180.03 -709.5 300.03 -746.0 520.03 -757.0 700.03 -757.0 960.03 -757.0 Tested By MY Date 8/25/17 Checked By SFS Date 8/29/17 page 2 of 2 DCN: CT-24E Date: 3/2/98 Revision: 2C:\Users\GEOLAPTOP-3\Desktop\work\2017-798 BUILDING & EARTH - CONCORD SOLAR FARM\[2017-798-001-012 ExpansionIndex1.xls]FINAL -800.0 -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0 5 10 15 20 25 30 35Dial ReadingSquare Root Time (min) -800.0 -700.0 -600.0 -500.0 -400.0 -300.0 -200.0 -100.0 0.0 0.01 0.1 1 10 100 1000Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-31Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-012Visual Description TAN/BROWN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Note: Percent Swell/Collapse is based upon initial height of specimen.Tested By MY Date 8/18/17Approved By MPS Date8/30/17page 1 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1During Inundation-1.80-1.60-1.40-1.20-1.00-0.80-0.60-0.40-0.200.001 10 100 1000Swell / Collapse (%)Vertical Stress (psf)- Collapse + 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSEASTM D 4546-14ClientBuilding & Earth Sciences, Inc.Boring No.B-31Client Reference Concord Solar Farm - RD170385Depth (ft)0.0-5.0Project No.R-2017-798-001Sample No. BSLab IDR-2017-798-001-012Visual Description TAN/BROWN SILTY CLAYSample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Consolidometer No.R4871 Division = 0.0001 (in.)Sample PropertiesInitial FinalTest Data SummaryWater ContentApplied Final Dial Machine Corrected Height ofVolume DryVoid PercentTare Number TB-07 TB-01Pressure Reading Deflection Reading Sample (cc) Density Ratio Swell/CollapseWt. Tare & WS (g) 394.20 290.53 (psf) (div) (div) (div) (mm) (g/cc) + (%) -Wt. Tare & DS (g) 351.26 258.13Wt. Water (g) 42.94 32.40 Seating (1.5)0 0 0 25.400 80.440 1.51997 0.776350.000Wt. Tare (g) 134.17 134.99 118 55.2 0.3 54.8 25.261 79.999 1.54442 0.74823-0.548Wt. DS (g) 217.09 123.14 235 72.2 1.3 70.9 25.220 79.870 1.54692 0.74540-0.709Water Content (%) 19.78 26.31 471 127.4 3.0 124.4 25.084 79.439 1.55529 0.73601-1.2441.5 113.1 0.0 113.1 25.113 79.530 1.55352 0.73799-1.131Sample Parameters118 110.5 0.3 110.2 25.120 79.554 1.55306 0.73850-1.102Sample Diameter (in) 2.5 2.5 235 111.7 1.3 110.4 25.120 79.552 1.55309 0.73847-1.104Sample Height (in) 1.0000 0.9839End of dry loading ->471 161.6 3.0 158.6 24.997 79.164 1.56070 0.73000-1.586Sample Volume (cc) 80.44 79.14 471 164.2 3.0 161.2 24.991 79.144 1.56111 0.72954-1.612Wt. Wet Sample + Ring (g) 360.68 370.29Wt. of Ring (g) 214.23 214.23Wt. of Wet Sample (g) 146.45 156.06 Percent Disturbance 0.34 %Wet Density (pcf) 113.61 123.04Wet Density (g/cc) 1.82 1.97Water Content (%) 19.78 26.31Wt. of Dry Sample (g) 122.27 123.55Percent Swell/Collapse after inundating: -0.03 %Dry Density (pcf) 94.85 97.41Dry Density (g/cc) 1.52 1.56Void Ratio 0.7764 0.7295Saturation (%) 68.79 97.38Note: Percent Swell/Collapse is based upon initial height of specimen.Specific Gravity2.70AssumedTested By MY Date 8/18/17Input Checked By GEM Date8/30/17page 2 of 2DCN: CT-24E Date: 5/3/12 Revision: 6C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div)55.2 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 10:02:24 Elapsed Dial Time Reading (min)(div) Initial 0.0 0.05 0.4 0.12 7.4 0.17 7.4 0.22 13.0 0.27 18.9 0.32 18.8 0.47 48.2 0.57 48.2 1.07 48.4 2.32 48.6 4.07 53.0 9.07 53.2 16.08 54.2 20.05 55.2 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 0.0 10.0 20.0 30.0 40.0 50.0 60.0 01122334455Dial ReadingSquare Root Time (min) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No. B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div)72.2 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 10:22:28 Elapsed Dial Time Reading (min)(div) Initial 55.2 0.05 64.4 0.10 64.3 0.15 64.3 0.20 64.1 0.25 64.4 0.30 64.3 0.45 64.4 0.55 64.4 1.05 64.5 2.30 64.7 4.05 71.0 9.05 71.2 16.05 72.2 20.05 72.0 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 60.0 62.0 64.0 66.0 68.0 70.0 72.0 74.0 01122334455Dial ReadingSquare Root Time (min) 60.0 62.0 64.0 66.0 68.0 70.0 72.0 74.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div) 127.4 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 10:42:31 Elapsed Dial Time Reading (min)(div) Initial 72.2 0.05 107.1 0.10 107.3 0.15 107.0 0.20 109.9 0.25 110.2 0.30 110.0 0.45 110.2 0.55 110.0 1.05 110.2 2.30 110.6 4.05 110.2 9.05 110.7 16.05 111.3 20.07 127.4 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 01122334455Dial ReadingSquare Root Time (min) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.24-0 Final Reading (div) 113.1 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 11:02:35 Elapsed Dial Time Reading (min)(div) Initial 127.4 0.05 111.9 0.10 111.2 0.15 111.2 0.20 111.5 0.25 111.4 0.30 111.5 0.45 111.5 0.55 111.3 1.05 111.3 2.30 111.6 4.05 111.8 9.05 111.8 16.07 112.4 20.03 113.1 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 111.0 111.5 112.0 112.5 113.0 113.5 01122334455Dial ReadingSquare Root Time (min) 111.0 111.5 112.0 112.5 113.0 113.5 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0-0.06 Final Reading (div) 110.5 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 11:22:37 Elapsed Dial Time Reading (min)(div) Initial 113.1 0.05 112.6 0.10 112.3 0.15 112.3 0.20 112.9 0.25 112.7 0.30 112.6 0.45 112.4 0.55 112.6 1.07 112.7 2.32 112.4 4.07 113.0 9.07 113.3 16.07 110.0 20.03 110.5 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 01122334455Dial ReadingSquare Root Time (min) 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.06-0.12 Final Reading (div) 111.7 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 11:42:39 Elapsed Dial Time Reading (min)(div) Initial 110.5 0.05 110.5 0.10 110.3 0.15 110.6 0.20 110.6 0.25 110.5 0.30 110.6 0.45 110.5 0.55 110.7 1.05 110.5 2.30 110.9 4.05 110.8 9.05 111.2 16.05 111.3 20.03 111.7 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 110.0 110.2 110.4 110.6 110.8 111.0 111.2 111.4 111.6 111.8 01122334455Dial ReadingSquare Root Time (min) 110.0 110.2 110.4 110.6 110.8 111.0 111.2 111.4 111.6 111.8 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED Test Load (tsf) 0.12-0.24 Final Reading (div) 161.6 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 12:02:41 Elapsed Dial Time Reading (min)(div) Initial 111.7 0.05 127.4 0.10 132.8 0.15 132.9 0.20 132.9 0.25 132.8 0.30 133.0 0.45 132.5 0.57 132.8 1.07 140.6 2.32 149.1 4.07 160.2 9.07 160.2 16.07 160.6 25.07 160.3 36.07 160.7 49.07 161.1 60.10 161.6 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 0123456789Dial ReadingSquare Root Time (min) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 0.01 0.1 1 10 100Dial Reading Log Time (min) 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ONE DIMENSIONAL SWELL or COLLAPSE ASTM D 4546-14 Client Building & Earth Sciences, Inc.Boring No.B-31 Client Project Concord Solar Farm - RD170385 Depth (ft)0.0-5.0 Project No.R-2017-798-001 Sample No. BS Lab ID R-2017-798-001-012 Visual Description TAN/BROWN SILTY CLAY Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Test Load (tsf) 0.24-0.24 Final Reading (div) 164.2 Consolidometer No.R487 1 Division (in) 0.0001 Start Date 8/18/17 Start Time 13:02:47 Elapsed Dial Time Reading (min)(div) Initial 161.6 0.05 160.9 0.10 161.1 0.15 161.2 0.20 161.1 0.25 161.2 0.30 160.9 0.45 161.2 0.55 161.0 1.05 161.2 2.30 161.2 4.07 161.2 9.07 161.2 16.07 161.5 25.07 161.6 36.07 161.7 49.07 161.8 64.07 162.3 81.07 162.6 100.07 162.6 121.07 162.9 144.07 163.1 180.07 163.0 300.07 164.2 520.08 163.0 700.08 162.2 960.08 160.9 1440.08 144.1 1680.08 144.7 1920.08 134.7 2160.08 133.5 2400.08 125.3 Tested By MY Date 8/18/17 Checked By GEM Date 8/30/17 page 1 of 1 DCN: CT-24E Date: 5/3/12 Revision: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2017-798-001-012 GEOJAC_SWELL.xlsm]STEP 1 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 0 102030405060Dial ReadingSquare Root Time (min) 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 0.01 0.1 1 10 100 1000 10000Dial Reading Log Time (min) Elev./Natural Liquid Plasticity %<%>%>%> Depth AASHTO USCS Moisture Limit Index #200 3/4 "3/8 "#4 0-5'A-7-6 CH 2.65 17.2%57 35 78.2%0.0%0.0%0.0% Sample Number:7/26/2017 Test Results Sample Description:7/27/2017 106.0 Sample Location:7/28/2017 19.0 Project Name: Project Number:Test Type D698 Procedure Client / Contact:A Approved by:Date:7/29/2017 * Other tests included (where applicable) were conducted in general accordance with the following ASTM Standards: D854, D1140, and D4318. 610 Spring Branch Road, Dunn, NC 28334 Phone (910) 292-2085 / Fax (910) 292-2087 McBride Solar Comments: Test Date: RD170385 Tanney B. Carlson Classification GS (assumed) B-2 FAT CLAY W/SAND Sample Date: Received Date:Maximum Dry Density (PCF): B-2 Optimum Moisture Content (%): 70.0 75.0 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0DRY DENSITY (PCF)MOISTURE (% DRY WEIGHT) REPORT OF MOISTURE DENSITY RELATIONSHIP Elev./Natural Liquid Plasticity %<%>%>%> Depth AASHTO USCS Moisture Limit Index #200 3/4 "3/8 "#4 0-5'A-4 ML 2.65 6.0%35 9 62.7%0.0%0.0%0.1% Sample Number:7/26/2017 Test Results Sample Description:7/27/2017 116.0 Sample Location:7/31/2017 10.5 Project Name: Project Number:Test Type D698 Procedure Client / Contact:A Approved by:Date:7/31/2017B. Carlson Classification GS (assumed) B-10 Sandy Silt Sample Date: Received Date:Maximum Dry Density (pcf): B-10 Optimum Moisture Content (%): McBride Solar Comments: Test Date: RD170385 Tanney * Other tests included (where applicable) were conducted in general accordance with the following ASTM Standards: D854, D1140, and D4318. 610 Spring Branch Road, Dunn, NC 28334 Phone (910) 292-2085 / Fax (910) 292-2087 70.0 75.0 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0DRY DENSITY (PCF)MOISTURE (% DRY WEIGHT) REPORT OF MOISTURE DENSITY RELATIONSHIP Elev./Natural Liquid Plasticity %<%>%>%> Depth AASHTO USCS Moisture Limit Index #200 3/4 "3/8 "#4 0-5'A-7-5 CL 2.65 14.1%44 21 76.4%0.0%0.0%0.2% Sample Number:7/26/2017 Test Results Sample Description:7/27/2017 113.0 Sample Location:7/28/2017 15.0 Project Name: Project Number:Test Type D698 Procedure Client / Contact:A Approved by:Date:7/31/2017 * Other tests included (where applicable) were conducted in general accordance with the following ASTM Standards: D854, D1140, and D4318. 610 Spring Branch Road, Dunn, NC 28334 Phone (910) 292-2085 / Fax (910) 292-2087 McBride Solar Comments: Test Date: RD170385 Tanney B. Carlson Classification GS (assumed) B-17 Lean Clay w/Sand Sample Date: Received Date:Maximum Dry Density (PCF): 111.0 B-17 Optimum Moisture Content (%): 13.5 70.0 75.0 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0DRY DENSITY (PCF)MOISTURE (% DRY WEIGHT) REPORT OF MOISTURE DENSITY RELATIONSHIP Elev./Natural Liquid Plasticity %<%>%>%> Depth AASHTO USCS Moisture Limit Index #200 3/4 "3/8 "#4 0-5'A-6 CL 2.65 12.2%35 15 84.8%0.0%0.0%0.0% Sample Number:7/26/2017 Test Results Sample Description:7/27/2017 105.1 Sample Location:7/31/2017 17.3 Project Name: Project Number:Test Type D698 Procedure Client / Contact:A Approved by:Date:7/31/2017B. Carlson Classification GS (assumed) B-21 Lean Clay w/sand Sample Date: Received Date:Maximum Dry Density (PCF): B-21 Optimum Moisture Content (%): McBride Solar Comments: Test Date: RD170385 Tanney * Other tests included (where applicable) were conducted in general accordance with the following ASTM Standards: D854, D1140, and D4318. 610 Spring Branch Road, Dunn, NC 28334 Phone (910) 292-2085 / Fax (910) 292-2087 70.0 75.0 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0DRY DENSITY (PCF)MOISTURE (% DRY WEIGHT) REPORT OF MOISTURE DENSITY RELATIONSHIP Elev./Natural Liquid Plasticity %<%>%>%> Depth AASHTO USCS Moisture Limit Index #200 3/4 "3/8 "#4 0-5'A-7-5 CH 2.65 24.2%69 39 82.0%0.0%0.0%0.0% Sample Number:7/26/2017 Test Results Sample Description:7/27/2017 100.1 Sample Location:7/31/2017 19.0 Project Name: Project Number:Test Type D698 Procedure Client / Contact:A Approved by:Date:7/31/2017B. Carlson Classification GS (assumed) B-22 Fat Clay w/Sand Sample Date: Received Date:Maximum Dry Density (PCF): B-22 Optimum Moisture Content (%): McBride Solar Comments: Test Date: RD170385 Tanney * Other tests included (where applicable) were conducted in general accordance with the following ASTM Standards: D854, D1140, and D4318. 610 Spring Branch Road, Dunn, NC 28334 Phone (910) 292-2085 / Fax (910) 292-2087 70.0 75.0 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0DRY DENSITY (PCF)MOISTURE (% DRY WEIGHT) REPORT OF MOISTURE DENSITY RELATIONSHIP Elev./Natural Liquid Plasticity %<%>%>%> Depth AASHTO USCS Moisture Limit Index #200 3/4 "3/8 "#4 0-5'A-7-6 MH / ML 2.65 18.1%51 22 83.1%0.0%0.0%0.0% Sample Number:7/26/2017 Test Results Sample Description:7/27/2017 102.8 Sample Location:7/31/2017 20.0 Project Name: Project Number:Test Type D698 Procedure Client / Contact:A Approved by:Date:7/31/2017B. Carlson Classification GS (assumed) B-31 Sandy Elastic Silt Sample Date: Received Date:Maximum Dry Density (PCF): B-31 Optimum Moisture Content (%): McBride Solar Comments: Test Date: RD170385 Tanney * Other tests included (where applicable) were conducted in general accordance with the following ASTM Standards: D854, D1140, and D4318. 610 Spring Branch Road, Dunn, NC 28334 Phone (910) 292-2085 / Fax (910) 292-2087 70.0 75.0 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0DRY DENSITY (PCF)MOISTURE (% DRY WEIGHT) REPORT OF MOISTURE DENSITY RELATIONSHIP Driven Pile Capacities Axial Capacity (kips) W6x7 Compression (No PWR)Depth (ft)0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 024681012141618202224262830Skin Friction Tip Resistance Total Capacity Axial Capacity (kips) W6x7 Compression (No PWR)Depth (ft)0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 02468101214161820222426280Skin Friction Tip Resistance Total Capacity Axial Capacity (kips) W6x7 Uplift (No PWR)Depth (ft)0 5 10 15 20 25 30 35 40 45 50 024681012141618202224262830Skin Friction Self Weight Total Capacity Axial Capacity (kips) W6x7 Uplift (No PWR)Depth (ft)0 5 10 15 20 25 30 35 40 45 5 02468101214161820222426280Skin Friction Self Weight Total Capacity Axial Capacity (kips) W6x9 Compression (No PWR)Depth (ft)0 5 10 15 20 25 30 35 40 45 50 024681012141618202224262830Skin Friction Tip Resistance Total Capacity Axial Capacity (kips) W6x9 Compression (No PWR)Depth (ft)0 5 10 15 20 25 30 35 40 45 5 02468101214161820222426280Skin Friction Tip Resistance Total Capacity Axial Capacity (kips) W6x9 Uplift (No PWR)Depth (ft)0 5 10 15 20 25 30 35 40 45 50 55 60 024681012141618202224262830Skin Friction Self Weight Total Capacity Axial Capacity (kips) W6x9 Uplift (No PWR)Depth (ft)0 5 10 15 20 25 30 35 40 45 50 55 6 02468101214161820222426280Skin Friction Self Weight Total Capacity Page | A-23 Drilled Shaft Capacities Drilled Shaft Capacities Resistance/F.S. (tons) 12 Inch Drilled Pier - CompressionDepth (ft)0 2 4 6 8 10 12 14 16 18 024681012141618202224262830 Skin Friction Tip Resistance Total Capacity Resistance/F.S. (tons) 12 Inch Drilled Pier - CompressionDepth (ft)0 2 4 6 8 10 12 14 16 18 024681012141618202224262830 Skin Friction Tip Resistance Total Capacity Resistance/F.S. (tons) 12 Inch Drilled Pier - UpliftDepth (ft)0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 024681012141618202224262830 Skin Friction Self-Weight Total Capacity GEOTECHNICAL-ENGINEERING REPORT