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Home My WebLink AboutSW5210301_1305-19-022 NCCU School of Business-Geotech Report_202103264119, PREPARED FOR: North Carolina Central University 1801 Fayetteville Street Durham, North Carolina 27707 PREPARED BY: S&ME, Inc. 3201 Spring Forest Road Raleigh, North Carolina 27616 February 5, 2020 February 5, 2020 North Carolina Central University 1801 Fayetteville Street Raleigh, North Carolina 27707 Attention: Mr. Ondin Mihalcescu, PEM University Engineer Reference: Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 NC PE Firm License No. F-0176 Dear Mr. Mihalcescu: S&ME, Inc. (S&ME) is pleased to submit this revised geotechnical exploration report for the referenced project site. The work was completed in general accordance with our Amendment #1 for Additional Geotechnical Engineering Services (1305-19-022 AM-1) dated December 6, 2019. The purpose of the exploration was to evaluate subsurface conditions as they relate to site grading and building foundations. This revised report incorporates findings from our January 2020 exploration and provides updated conclusions and recommendations where warranted. A Site Vicinity Plan, Boring Location Plans, Generalized Subsurface Conditions profile, Test Boring Logs and Laboratory test records are included in the Appendix. S&ME appreciates the opportunity to provide our services on this project. Please contact us if you have any questions regarding this report or if we may be of further assistance. Sincerely, S&ME, Inc. Elliot Blonshine Geotechnical Group Leader A)?01,,. ....... ZZ % Adam Browning, P.F. SCAL rl ;.b 5 2020 10 33 AM 034 + I ArImm Rrnutnin P P Senior Engineer Registration No. 034984 S&ME, Inc. 13201 Spring Forest Road I Raleigh, NC 27616 1 p 919.872.2660 1 www.smeinc.com Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 Table of Contents 1.0 Project and Site Information ........................................................................................... 1 2.0 Area Geology ..................................................................................................................... 1 3.0 Field Exploration ............................................................................................................... 2 4.0 Surface and Subsurface Conditions .............................................................................. 2 4.1 Surface Materials ............................................................................................................................ 2 4.2 Fill Soils ............................................................................................................................................ 3 4.3 Residual Soils .................................................................................................................................. 3 4.4 Partially Weathered Rock and Auger Refusal ............................................................................ 3 4.5 Water Levels .................................................................................................................................... 4 5.0 Laboratory Testing ............................................................................................................ 5 6.0 Conclusions and Recommendations ............................................................................. 6 6.1 Earthwork ........................................................................................................................................ 7 6.1.1 Stripping and Subgrade Evaluation .................................................................................................. 7 6.1.2 Excavations ....................................................................................................................................... 7 6.1.3 Structural Fill ................................................................................................................................... 8 6.1.4 Settlement Due to Fill ....................................................................................................................... 8 6.1.5 Subgrade Repair and Improvement Methods .................................................................................... 9 6.2 Foundation Recommendations ..................................................................................................... 9 6.3 Floor Slab ....................................................................................................................................... 10 6.4 Cast -In -Place Concrete Walls ...................................................................................................... 10 6.5 Seismic Site Classification and Ground Motion Parameters .................................................. 10 6.6 Pavement Recommendations ..................................................................................................... 11 6.6.1 Asphalt Pavement ........................................................................................................................... 11 6.6.2 Concrete Pavement .......................................................................................................................... 12 7.0 Qualifications of Report ................................................................................................ 12 February 5, 2020 ii Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 111 S Appendices Appendix I — Figures Appendix 11 — Boring Logs Appendix III — Laboratory Results February 5, 2020 iii Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 1 1 Z 1.0 Project and Site Information Project information is based on an email request from Mr. Hardin along with a Grading Plan (drawing number Ll 51) dated 3/15/19). We understand North Carolina Central University (NCCU) plans to construct a School of Business northwest of the intersection of Lawson Street and Alston Avenue in Durham, North Carolina. The proposed building will be three stories, except in the north and west portion of the building that will be four stories. Since issuance of our April 2019 geotechnical report, the planned building footprint has shifted eastward, closer to Alston Avenue. In a phone call with Mr. Elliot Blonshine of S&ME on January 16, 2020, Mr. Bryan Covington, P.E. of Lynch Mykins Structural Engineers indicated typical column loads in the range of 300 to 400 kips in the north, central and south wings, with maximum column loads of about 550 kips in the west wing. Based on a telephone conversation between Mr. Covington and Mr. Kevin Nadeau (S&KME) on February 3, 2020, we understand the central, northern, and southern portions of the building will have a final floor elevation of 371 feet, and the west wing portion of the building will have a final floor elevation of about 358.33 feet. Earlier in design, the north wing of the building was planned to have a basement level (approx. elevation of 354.67 feet) but has since been omitted. Existing site elevations within the proposed building footprint range from about 350 to 370 feet. Maximum excavation and fill depths anticipated will be on the order of 5 feet and 14 feet, respectively. Currently, the site is developed with existing buildings, homes, and associated asphalt -paved parking and drives. We understand approximately half of the parcels within the proposed development have been acquired while the remaining parcels have not. Thus, S&ME has been requested to perform an initial geotechnical exploration within the parcels that have been acquired and then perform a subsequent exploration once the remaining parcels are acquired. 2.0 Area Geology The site is located within one of several trough -shaped basins that are present within the Piedmont Physiographic Province. The basins were formed during the Triassic and early Jurassic periods as a result of faulting and regional subsidence. Over time, the basins were filled with sediment eroded from the adjacent igneous and metamorphic formations. Although the basins may be grouped into areas having distinguishable geologic characteristics, locally the area is simply referred to as the Triassic Basin. Sedimentary sandstone, siltstone, mudstone and conglomerates are the predominant rock types within the Triassic Basin. Igneous intrusions (dikes and sills) are present within the sedimentary rocks in many areas. Near the ground surface, Triassic rocks and igneous intrusions (dikes and sills) are often discontinuous with depth. The Triassic rocks can be present as relatively thin layers and the intrusions in the form of boulders. Typical soils within the Triassic Basin consist of silts, clays and clayey/silty sands. Near the surface the silts and clays are often moderately to highly plastic and can exhibit high shrink/swell characteristics under changing moisture conditions. Where present, residual soils formed by weathering of igneous intrusions can be of a softer/wetter consistency than surrounding Triassic sediments (silts and clays). February 5, 2020 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 1 1 Z 3.0 Field Exploration The subsurface exploration included a visual site reconnaissance and performance of 20 soil test borings (B-1 through B-1 5, March 2019) and (B-1 A through B-5A, January 2020). The borings were performed to a combination of termination and auger refusal depths of approximately 5 to 29.5 feet below the existing ground surface. Specifically, borings B-3, B-4, B-9, B- 10, B-2A, B-3A, B-4A, and B-5A were performed in the proposed building footprint to a combination of termination and auger refusal depths of approximately 23.6 to 29.0 feet beneath the existing ground surface. Borings B-1, B-2, B-5, B-6, B-7, B-8, B-1 1 through B-1 5, and B-1A were performed in accessible areas just outside of the proposed building footprint to a combination of termination and auger refusal depths of approximately 5 to 29.5 feet below the existing ground surface. Boring B-1 was auger probed to a depth of only 5 feet due to inability to raise the tower under overhead utilities. Proposed borings A-1, A-2, A-3, A-4, A-5 and A-6 could not be accessed at the time of our exploration due to purchasing agreements having not been finalized at that time, Boring locations were selected and established in the field by S&ME personnel using a hand-held GPS device and measuring from existing site features. Approximate test boring locations are shown on Figure 2 in the Appendix. Soil test borings were advanced using hollow stem auger drilling procedures with a Diedrich D-50 drill rig mounted on tracked vehicle and a CME 550X drill rig mounted on an all -terrain vehicle. Within each boring (except B-1), samples of subsurface soils were typically taken at 2.5-foot intervals above a depth of 10 feet and at 5-foot intervals below 10 feet using a split -spoon sampler. Standard penetration testing was performed in conjunction with split -spoon sampling in general accordance with ASTM D 1586. A bulk sample of auger cuttings was obtained from boring B-8 at an approximate depth of 1 to 5 feet. A Shelby tube sample was obtained from a depth of 3 to 5 feet in boring B-2. At completion of drilling operations, representative portions of split -spoon samples, and the bulk sample were returned to our laboratory for visual classification and laboratory testing. Soils were visually classified in general accordance with Unified Soil Classification System (USCS) guidelines. Test Boring Records and Generalized Subsurface Conditions Profiles (Figures 3A and 313), showing specific subsurface information from each boring, are included in the Appendix. Stratification lines shown on Test Boring Records and the Subsurface Profiles are intended to represent approximate depths of changes in soil types. Naturally, transitional changes in soil types are often gradual and cannot be defined at a particular depth. Ground surface elevations shown on the Test Boring Records and Subsurface Profiles were estimated from contours obtained from the site grading plan provided. 4.0 Surface and Subsurface Conditions 4.1 Surface Materials A surficial layer of topsoil, approximately 1 to 4 inches in thickness, was encountered at the majority of the boring locations. It should be anticipated that the actual topsoil thicknesses may be greater in unexplored areas. Topsoil is typically a dark -colored soil material containing roots, fibrous matter, and/or other organic components, and is unsuitable for engineering purposes. The topsoil depths provided in this report are based on measurements made based on visual evaluation during drilling and should be considered approximate. We note that the transition February 5, 2020 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 =0 from topsoil to underlying natural soils may be gradual. Actual topsoil depths should be expected to vary across the site. Approximately 4 inches of asphalt over 4 inches of stone was encountered in boring 13-2A. No surface material was encountered at B-15. 4.2 Fill Soils Fill soils were encountered in borings B-2, B-4, B-6, B-7, B-9, B-1 1, B-1 5, 13-2A, 13-3A, 13-4A and 13-5A to depths of approximately 3 to 8 feet below the current ground surface. The fill soils generally consisted of clayey gravel, clayey and silty sands, sandy silts and sandy clays (Unified soil classifications of GW, SC, SM, ML, CL, and CH). Trace rootlets, trace organics and other deleterious materials, such as brick fragments, were encountered in split -spoon samples in borings B-4, 13-2A, 13-3A, 13-4A and 13-5A. These materials encountered in the split -spoon samples can be indicative of unsuitable materials for building support. A layer of washed stone was encountered in boring 13- 3A from about 3 to 4 feet below ground surface. Standard penetration test (SPT) N-values in the existing fill ranged from weight -of -hammer (WOH) to 26 blows per foot (bpf), with typical values of 8 bpf or less. Typically, existing fill with SPT values on the order of 8 blows per foot or less are not compacted; compaction is suspect when SPT values range from 8 to 10 blows per foot; and values in excess of 10 blows per foot are indicative of compacted fill. 4.3 Residual Soils Residual soils were encountered below the topsoil and fill soils. Residual soils encountered consisted of loose to very dense sands with silt, silty sands, and clayey sands (SP-SM, SM and SC) and firm to very hard, low to high plasticity silts and clays (ML, MH, CL, and CH). SPT N-values within the residual soils ranged from 5 to 81 bpf. Low - consistency residual soils were encountered in the upper three feet in borings B-3 and B-12. Significant rutting under the weight of the drill rig occurred near boring B-12 due to the soft, wet near -surface soils. The residual soils were visually observed as moist to wet. 4.4 Partially Weathered Rock and Auger Refusal Partially weathered rock (Triassic sandstone and siltstone) was encountered below residual soils in each of the borings except for B-1. Partially weathered rock is a transitional material between very hard soil and rock which exhibits standard penetration resistances in excess of 100 blows per foot. Partially weathered rock can be penetrated with some difficulty by power augers. Auger refusal was encountered in borings B-2, B-15 and 13-4A. Auger refusal is defined as material that could not be penetrated by the drilling equipment used on the project. Depths of partially weathered rock (PWR) and auger refusal are shown in the following table. February 5, 2020 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 Table 4-1 — Partially Weathered Rock Boring B-2 Approximate Depth to PVVR (feet) 12 Auger Refusal Depth (feet) 161/2 B-3 8-1, 17 N/E B-4 17 N/E B-5 22 N/E B-6 23 N/E B-7 27 N/E B-8 12—,27 N/E B-9 12 N/E B-10 17 N/E B-11 17 N/E B-12 12 N/E B-13 51/2 N/E B-14 3 N/E B-15 3 171/2 13-1A 4 N/E 13-2A 14--1,27 N/E B-3A 19.5 N/E 13-4A 19 23.6 13-5A 12 N/E NIE — Not Encountered *PWR Layer I from 8 to 72 feet. **PWR Layer I from 72 to 7 7 feet ***PWR Layer 7 from 74 to 22 feet. Standard penetration test values in partially weathered rock ranged from 50 blows in 6 inches of penetration (50/6") to 50 blows over no apparent penetration (50/0"). Partially weathered rock materials were generally sampled as silty sands and sandy silts. 4.5 Water Levels The following table presents the cave depths and water levels observed at time of boring JOB) and 24 hours after drilling in select borings. The cave depths and water levels for borings B-1 through B-1 5 were recorded during our field exploration performed in March 2019, and borings 13-1A through 13-5A were recorded in January 2020: February 5, 2020 4 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 11 z Table 4-2 - Water Levels Observed Boring Approximate Cave Depth (feet) Approximate Depth to Water Level (feet) NR — Not Recorded; Dry implies dry above cave depth. *24-hour water level Groundwater elevations can be expected to fluctuate due to seasonal variations in rainfall, evaporation, and other factors. Additionally, perched water conditions may exist during the typically wetter winter months above less permeable fine-grained soils and at the interface between overburden soils and partially weathered rock. This geologic formation is known to have perched water conditions. Based on the above findings at the time of our exploration, it would appear that groundwater exists below the proposed finish floor elevations. 5.0 Laboratory Testing Laboratory testing included natural moisture content, Atterberg limits (plasticity index), standard Proctor, California Bearing Ratio (CBR), and consolidation tests. Laboratory tests were conducted on selected split -spoon February 5, 2020 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 =0 samples, a bulk sample of auger cuttings obtained from B-8 at an approximate depth of 1 to 5 feet, and a Shelby tube sample obtained from B-2 at an approximate depth of 3 to 5 feet. Tests were performed in general accordance with applicable ASTM test procedures. A summary of the laboratory tests completed for the Lawson site is below: Table 5-1 — Laboratory Test Results Consolidation testing was performed on the Shelby tube sample obtained from B-2 from 3 to 5 feet. The tested sample was a clayey sand (SC). Testing indicated a compression index of 0.066 and coefficient of consolidation of about 0.5 square feet per day. Laboratory test results are included in the Appendix. 6.0 Conclusions and Recommendations The subsurface exploration indicates that the site is adaptable for the proposed construction of the school building. Primary geotechnical considerations for this site include: After stripping surface materials, undercutting and replacing uncompacted/unsuitable existing fill soils encountered in the upper approximately 3 to 8 feet will be required at some borings locations (see borings 13-2A, 13-3A, 13-4A, and 13-5A). Note that some of these soils are expected to be removed as part of initial site grading. Test pits will need to be performed in these areas to determine extent and depth of the unsuitable materials present within structural areas. Settlement due to fill loading will need to be allowed to occur prior to foundation construction. Thus, initial site preparation and mass fill placement will need to be completed and then a waiting period will need to be budgeted before constructing the foundations and structure. Proceeding with constructing the structure immediately after fill placement will lead to a combination of settlement due to fill and structure loading that will be more than tolerable levels. We estimate a waiting period of 30 to 45 days will be required once the fill materials have been placed and compacted. February 5, 2020 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 1 1 Z We recommend foundations supporting columns and walls be supported on spread foundations bearing on compacted aggregate pier improved bearing material to mitigate the risk of unsatisfactory total and differential settlement. More detailed recommendations are provided in the following sections. When reviewing the following recommendations, please note that the site has been previously developed and fill was encountered within borings. Our experience with previously developed sites indicates that unforeseen conditions often exist. These may include areas of poorly compacted fill, deeper deposits of fill, debris within fill, active and abandoned utilities and others. Near -surface soils are moisture sensitive, and when wet, will tend to rut and pump under rubber -tired traffic and provide poor subgrade support for structures and pavements. To reduce potential earthwork problems, site preparation and grading should be scheduled during the typically drier months of May through October, if possible. If winter grading is attempted, repair of near -surface soils and possible use of select off -site borrow will be necessary to adequately prepare subgrades for new construction. Heavy rubber -tired construction equipment should not be allowed to operate on exposed subgrades during wet conditions. Even during drier periods of the year, we recommend that exposed subgrades be sloped and sealed at the end of each day to promote runoff and reduce infiltration from rainfall. 6.1 Earthwork 6.1.1 Stripping and Subgrade Evaluation Initial site preparation should include demolishing existing buildings and pavements and removing utilities to be abandoned. We recommend existing underground utilities be removed where present beneath the building footprint. Site preparation should continue with clearing of trees, grubbing of stumps, stripping of organics and topsoil, and removing any other deleterious materials. Borings performed for this exploration indicate that topsoil thicknesses are approximately 1 to 4 inches, but deeper pockets of topsoil could be encountered in other unexplored areas of the site and should be anticipated where trees are removed. Approximately 4 inches of asphalt pavement was encountered in boring B-2A, with 4 inches of stone beneath. Other asphalt and concrete pavements were observed throughout the site for walking paths and driveways. All pavements should be removed, however existing stone underlying pavements may remain in place provided it is stable under proofroll. After stripping, exposed subgrades near final subgrade elevations, or in areas requiring fill, should be evaluated. The evaluation should consist of a representative of the geotechnical engineer observing the proofrolling of the subgrade using a fully -loaded, tandem -axle dump truck or similarly loaded piece of construction equipment. Areas which are found to be unstable should be disced/dried/recompacted or undercut and replaced with compacted structural fill. 6.1.2 Excavations Borings indicate that excavations will extend through low to moderate consistency existing fill and residual soils. Based on our understanding of planned grading, partially weathered rock is not expected to be encountered during site grading. February 5, 2020 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 117 Past experience indicates that low to moderate consistency soils can be excavated by routine earth -moving equipment. That is, mass excavation can be accomplished by bull dozer- pushed scrapers with light to moderate preloosening of higher consistency soils by tractor -drawn rippers. A moderately heavy front-end loader should be able to excavate these materials operating basically unassisted. Local excavations for shallow utility trenches and foundations within soils and fill can likely be accomplished by a conventional backhoe. Groundwater was encountered at depths between approximately 4.5 (B-2) and 26 feet below the existing ground surface indicating groundwater will not likely be encountered during excavations. However, additional shallow water or perched water conditions may be encountered in excavations such at utility trenches in areas of the site, particularly during wet periods of the year or after heavy rainfall. The contractor should be prepared to control any water that collects in excavations. The contractor should be responsible for determining water control measures. Excavations should be sloped or shored in accordance with local, state and federal regulations, including OSHA (29 CFR Part 1926) excavation trench safety standards. The contractor is usually responsible for site safety. This information is provided only as a service and under no circumstances should we be assumed responsible for construction site safety. 6.1.3 Structural Fill Structural fill should consist of soils having Unified soil classifications of SW, SM, SC, SP, ML and CL, or ABC stone. These materials should have standard Proctor maximum dry unit weights of at least 95 pcf and a maximum plasticity index of 25 percent. Structural fill should be free of trash and debris and contain less than 3 percent organic material Structural fill materials should be placed in 8-to 10-inch loose lifts and compacted to at least 95 percent of the standard Proctor maximum dry density (MDD) (ASTM D 698), except in the top 12 inches beneath pavements and building slab where this requirement should be increased to 98 percent. The moisture content of structural fill should be maintained within 2 percent of its optimum moisture during compaction. Structural fill lifts should be both compacted and stable. Fill placement and compaction should be observed by a qualified soil technician working under the supervision of the geotechnical engineer. An appropriate number of soil density tests should be conducted to confirm that adequate fill compaction is achieved. 6.1.4 Settlement Due to Fill As much as 14 feet of fill is anticipated within the proposed building footprint. The weight of new structural fill will cause underlying soils to consolidate, and the mass weight of the new fill will cause the lower parts of the new fill to compress as well. We recommend the fill be placed and compacted and a waiting period then be allowed to occur prior to foundation construction. We estimate a waiting period of 30 to 45 days will be required. We recommend that a total of four settlement hubs be installed once the fill operation has been completed in areas where fill depths exceed 7 feet. The elevation of the settlement hubs should be surveyed by the project surveyor immediately after February 5, 2020 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 installation and then twice weekly. The settlement readings should be provided to S&ME so a determination can be made as to when the settlement due to fill has stabilized and foundation construction may proceed. 6.1.5 Subgrade Repair and Improvement Methods The exposed subgrade can deteriorate and lose support when exposed to construction traffic and adverse weather conditions. Deterioration can occur in the form or rutting, pumping, freezing, or erosion. We recommend that during construction, exposed subgrade surfaces be sealed at the end of each day or when wet weather is forecast. Water should not be allowed to pond on exposed subgrades. Heavy rubber -tired construction equipment should not be allowed to operate on exposed subgrades during wet conditions. Immediately prior to floor slab or pavement construction, exposed subgrade soils should be evaluated by proofrolling to determine their stability. Soils which rut, pump, or deflect under proofrolling should be repaired prior to ABC stone placement. Repair measures may include scarifying/drying/recompacting, undercutting, placement of geotextiles, use of chemical additives, or some combination of these. Actual repair measures will be influenced by project schedule and weather conditions and can only be determined in the field by the geotechnical engineer. 6.2 Foundation Recommendations Based on maximum column loads of 550 kips, subsurface conditions encountered, and assuming the site grading recommendations provided above are followed, we estimate total building settlements could be on the order of 1.5 inches or more. We recommend support of the School of Business building on spread foundations bearing on compacted aggregate pier improved bearing material. We recommend foundations supporting building loads be supported on spread foundations bearing on compacted aggregate pier improved bearing material to mitigate the risk of unsatisfactory total and differential settlement. Because the bearing material has been improved with the aggregate piers, foundations may be designed using a preliminary net allowable foundation bearing pressure of 5,000 psf. The ground improvement program should be designed by an experienced specialty foundation ground improvement contractor who will provide a final design bearing pressure. Footings should bear at least 18 inches below exterior grade to avoid frost penetration and develop the design bearing capacity. Continuous wall footings should be at least 18 inches wide, and isolated column footing should be at least 24 inches wide. This recommendation is made to prevent a localized or "punching" shear failure condition which can occur with very narrow footings. The bottom of all foundation excavations should be observed by S&ME prior to placement of foundation concrete. Observations should include removal of loose soils from the bearing surface and confirming the compacted aggregate pier elements exposed in the foundation excavation are consistent with the foundation improvement plan prepared by the ground improvement contractor February 5, 2020 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 6.3 Floor Slab The ground floor slab may be constructed above suitable compacted structural fill or stable residual soils provided that the recommendations described above are implemented. The slab should be separated from footings to allow for relative displacement. A modulus of subgrade reaction value (k) of 100 pci may be used to design floor slabs on properly prepared subgrades provided that at least 6 inches of compacted aggregate base course (ABC) stone be placed beneath the floor slab to provide more uniform slab support and to reduce damage to subgrade soils during construction. The ABC stone should be compacted to at least 95% of its modified Proctor maximum dry density. Exposure to the environment and construction activities will weaken the floor slab subgrade soils. Therefore, we recommend that subgrade soils in slab areas be evaluated prior to ABC stone placement. If deterioration of the soils has occurred, undercutting may be necessary. 6.4 Cast -In -Place Concrete Walls We recommend that backfill behind the proposed retaining walls meet the requirements described in section 6.1.3 of this report. Recommended backfill parameters for soils meeting these requirements are summarized in the table below. The lateral earth pressure coefficients presented below assume no wall friction between the wall and soil backfill, properly compacted backfill, and a level backfill surface. Table 6-1 — Recommended Parameters of Cast in Place Wall Backfill Parameter Friction Angle, � (degrees) Value 28 At -Rest Earth Pressure Coefficient (K.) 0.53 Active Coefficient Earth Pressure (Ka) 0.36 Ultimate Passive Earth Pressure Coefficient (Kp) 2.77 Moist Unit Weight of Backfill (pcf) 130 Ultimate Friction Coefficient Between Wall Foundations and Bearing Soil 0.36 6.5 Seismic Site Classification and Ground Motion Parameters Based on the subsurface conditions encountered, the anticipated fill depths, and experience with the area geology, we recommend Site Class D for use in seismic design at this site in accordance with the 2018 North Carolina Building Code (2015 IBC with North Carolina Amendments). We recommend that the project be designed using the ground motion parameters given in the following table: February 5, 2020 10 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 Table 6-2 - Ground Motion Parameters 6.6 Pavement Recommendations Pavement design procedures are based on AASHTO "Guide for Design of Pavement Structures" (1993) and associated literature. At the time of this report, traffic loading information was not available. For the purpose of our analysis we have assumed standard (light) duty pavements will receive passenger vehicle traffic only and up to 30,000 18-kip equivalent single axle loads (ESALs) over a 20-year design life. We have assumed heavy duty pavements will receive up to 100,000 ESALs over a 20-year design life. Our pavement design analyses were based on an initial serviceability index of 4.2 (4.5 for concrete) and a terminal serviceability index of 2.0. 6.6.1 Asphalt Pavement Based on the field testing, and past experience, a design CBR value of 3 percent was used for pavement design. This CBR value is based on the subgrade soils consisting of silty and clayey soils and the top 12 inches being uniformly compacted to at least 98% of the soil's standard Proctor VIDD. The table below includes the provided pavement sections for proposed new pavements: Table 6-3 - Asphalt Pavement Recommendations *Should be placed in two lifts. All materials and construction methods should conform to the 2018 edition of the NCDOT "Standard Specifications for Roads and Structures." The aggregate base course (ABC) stone should consist of stone meeting the requirements under Section 520. ABC stone should be compacted to at least 98 percent of the maximum dry density as determined by the modified Proctor compaction test, AASHTO T- 1 80M as modified by NCDOT. To confirm that the base course stone has been uniformly compacted, in place density tests should be performed by a qualified soils technician and the area should be thoroughly proofrolled under his observation. Asphaltic concrete should conform to Section 610 in the 2018 edition of the NCDOT "Standard Specifications for Roads and Structures." Sufficient testing and observation should be performed during pavement construction to confirm that the required thickness, density, and quality requirements of the specifications are achieved. February 5, 2020 11 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 =0 Although our analysis was based on traffic loading for a 20-year design life, our experience indicates that pavement maintenance is necessary due to normal weathering of the asphaltic concrete. Normal weathering (i.e., oxidation) causes asphalt to become more brittle resulting in loss of tensional strength. This loss in strength can cause minor cracking which provides access for water infiltration into the stone base and subgrade. As the degree of saturation of the subgrade increases, the strength of the subgrade decreases leading to pavement failure. Routine maintenance in the form of sealing, patching, and maintaining proper drainage is required to increase pavement life. It is not uncommon for overlays to be required after 10 to 12 years. 6.6.2 Concrete Pavement The concrete pavement design was performed using the same design traffic as in the heavy-duty asphalt pavement areas (100,000 ESALs). The compressive strength of the concrete was assumed to be 4,000 psi. A modulus of subgrade reaction of 100 pci was used for design assuming 6 inches of compacted ABC stone is placed beneath the concrete pavement. We have assumed that load transfer across contraction (saw) joints will be handled by aggregate interlock. ABC should meet the material and compaction requirements stated in the "Flexible (Asphalt) Pavement" section above. The table below presents our recommended concrete pavement section thicknesses. Table 6-4 — Concrete Pavement Recommendations Material Type Concrete Pavement Design Air Entrained Concrete (4000 psi) 6.0 inches Aggregate Base Cou rse (ABC) stone 6.0 inches Maximum Joint Spacing 12 feet in all directions Sawjoints should be cut to a depth of at least 1/4 of the thickness of the concrete pavement to promote shrinkage cracking along the joint. The ABC stone should be compacted to at least 98 percent of its modified Proctor maximum dry density. 7.0 Qualifications of Report This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. The conclusions and recommendations contained in this report are based upon applicable standards of our practice in this geographic area at the time this report was prepared. No other representation or warranty either express or implied, is made. We relied on project information given to us to develop our conclusions and recommendations. If project information described in this report is not accurate, or if it changes during project development, we should be notified of the changes so that we can modify our recommendations based on this additional information if necessary. February 5, 2020 12 Geotechnical Exploration Report — Revision 1 NCCU School of Business Durham, North Carolina S&ME Project No. 1305-19-022 =0 Our conclusions and recommendations are based on limited data from a field exploration program. Subsurface conditions can vary widely between explored areas. Some variations may not become evident until construction. If conditions are encountered which appear different than those described in our report, we should be notified. This report should not be construed to represent subsurface conditions for the entire site. Unless specifically noted otherwise, our field exploration program did not include an assessment of regulatory compliance, environmental conditions or pollutants or presence of any biological materials (mold, fungi, bacteria). If there is a concern about these items, other studies should be performed. S&ME can provide a proposal and perform these services if requested. S&ME should be retained to review the final plans and specifications to confirm that earthwork, foundation, and other recommendations are properly interpreted and implemented. The recommendations in this report are contingent on S&ME's review of final plans and specifications followed by our observation and monitoring of earthwork and foundation construction activities. February 5, 2020 13 Appendices Appendix I - Figures - :� c M 0 lot' 4 ejPd' JS jj'lpc� 4f 0 < U) 1. . 2y* R jaclyist, S aA- e * $ b orl 9A, jL-d A llj,�J--N 0�;Ivef St' N ma pie St- — -'S-Ma We- r LLJ N yde Park v v H A *J. lw ' Z' T:$ JAW i'Q, bl*jol �S Lurj� S., Re S I IV W q1t 17 %f q-? a 46 -N V, qc 4% 0 Al -U4 cr" 0 ZI T- C/)v cn '4 4R V. 4- CCC .......... 6j' -':7 N cz d�l N .9 ILI co z C) cr� Lu L:Lj 0 C) Z < 1 V) < U-- L�) LU (Z) rn LU 0 cf� Z) < z u LU 6L, Ln > LU < o Z) 0 z 0 co �-- 4 LL >: 0 < 0 cd Z) 1--o 012 0 Lu U f: Lu U OE L) < Z) C) U U 0 Z) Ln < < 1E cf� Z) 0 Dili III E At z cr� LU 1< L:Lj 0 ZZ C) Z u V) < V) V) u L�) !� (::) 0 rn 0 L/) Lu Ln > LU < 0 -D 0 Z L/I >: U- -i x 0 < 0 -1 Z Z) u 0 1-- 0 0 0 Lu U 1E LU U OE Ln < L/) a: Z) U U 0 Z) Ln < F ry Z) r') Dili III E 0) ce) EL 18 Dill III E 4 2n 0 I 1 z In I E . I wo o 'o I o 9 m 6 go 1 1. I ZO E - < A z o 0 mi . z o o o oo 01 oo o lo lo ca "o o o o o oa lo o 21 n" ma mom 01 co o 3: o 1. mo Im m o v E o wo o o sm �; Vo o g m = m o< o Im z (ISIAMM) NO11VA3-13 2) m LL Dill III E LOW R. Z 'n 01 R zu E - 81 01 u LD o S9 0 0 Sb o o o lo o o o o o K o co o o Q �2 c2 th .. .. . . . . . . . . o 3o: o 01 o oo Im 8 oo o, o 0 o o o o o go m o 0 ME I A Im z (ISIAMM) NO11VA3-13 Appendix 11 - Boring Logs SOIL CLASSIFICATION CHART NOTE- DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER GRAVEL AND CLEAN GRAVELS GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELLY SOILS (LITTLE OR NO FINES) 0 00,00 GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION GRAVELS WITH FINES 00 0 otoo u GM SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND CLEAN SANDS sw WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS Sp POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES LARGER THAN NO. 200 SIEVE SIZE SANDY SOILS (LITTLE OR NO FINES) SANDS WITH FINES sm SILTY SANDS, SAND - SILT MIXTURES MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) SC CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GRAINED SOILS SILTS LIQUID LIMIT AND LESS THAN 50 CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS — — — — OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS SIZE SILTS LIQUID LIMIT AND GREATER THAN 50 CLAYS CH INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS 0 UJ 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B- 1 S&ME Project No. 1305-19-022 NOTES.: Boring location and elevation are DATE DRILLED: 3/14/19 ELEVATION: 363.0 ft approximate. No SPT sampling due to overhead powerlines and trees. Disconnected tower to obtain DRILL RIG: Diedrich D-60 BORING DEPTH: 6.0 ft two sample jars at representative standard SPT intervals. DRILLER: T. Williams WATER LEVEL: Not recorded HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Auger Probe DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. LOPSOIL(3 INCHES) RESIDUUM: SANDY SILT (ML) Grab 1 purpI ish gray, trace mica, fine, moist SANDY LEAN CLAY (CL) brown, trace mica, fine, moist Grab 2 5 348.0— Boring terminated at 5 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B- 2 S&ME Project No. 1305-19-022 DATE DRILLED: 3/14/19 ELEVATION: 347.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 66OX BORING DEPTH: 16.3 ft �Shel by tube obtained from 3 to 6 feet. DRILLER: J. White WATER LEVEL: 4.6'ATD HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. TOPSOIL- 3 inches FILL: SANDY LEAN CLAY (CL) 2 2 2 4 soft, grayish brown, fine, moist W RESIDUUM: CLAYEY SAND (SQ loose, tan, trace mica, fine to medium, moist 3 3 4 7 342.0- 3 3 6 9 HC SILTY SAND (SM) nse, tan brown, trace mica, fine to medium, 11 18 27 45 10 moist 337.0- PARTIALLY WEATHERED ROCK Sampled as purpleish grey, sandy fine silt, trace mica, trace manganese, moist 22 50/3" 06 0/3" 15- 332.0- - 50/01, —0/0" --- No recovery Boring terminated at 16.3 ft due o auger re usa NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 w 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B- 3 S&ME Project No. 1305-19-022 DATE DRILLED: 3/14/19 ELEVATION: 367.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 28.7 ft DRILLER: T. Williams WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. OPSOIL- 2 inches RESIDUUM: SANDY LEAN CLAY (CLI 2 2 4 6 firm, grayish tan, trace mica, fine, moist SANDY SILT (ML) very stiff, purpleish gray, trace mica, fine, moist 4 12 18 30 5 — 352.0— SANDY SILT (ML) hard, purpleish gray, trace mica, trace 5 11 24 35 manganese, fine, moist 50/6" X 150/6" PARTIALLY WEATHERED ROCK Sampled as purpleish gray, sandy fine silt, trace 10— mica, moist 347.0— RESIDUUM: SILTY SAND (SM) very dense, tan gray, trace mica, fine, moist - 15 31 32 63 342.0— PARTIALLY WEATHERED ROCK Sampled as purpleish gray, sandy fine silt, trace 50/6" 150/6" - mica, moist - 20— 337.0— X 50/4" :::.4050/4" --- Gray 25 — HC 332.0— PARTIALLY WEATHERED ROCK Sampled as gray, silty fine sand, trace mica,--moist-l- 50/2" 0/2" Boring terminated at 28.7 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B- 4 S&ME Project No. 1305-19-022 DATE DRILLED: 3/14/19 ELEVATION: 369.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 29.0 ft DRILLER: T. Williams WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. TOPSOIL- 3 inches FILL: SANDY CLAY (CL) 3 2 2 4 soft, tan, trace mica, trace rootlets, moist RESIDUUM: SANDY LEAN CLAY (CL) firm, tan brown, trace mica, fine, moist 2 3 5 8 5 354.0- SILTY SA NQ (SM) loose, tan, trace mica, fine, moist 2 3 3 6 Reddish tan, trace manganese - 2 3 4 10 349.0— SAND SILT(ML) hard, gray, trace mica, fine, moist 12 16 16 32 15— 344.0— PARTIALLY WEATHERED ROCK Sampled as gray, sandy fine silt, trace mica, trace X 50/4" 150/4" manganese, moist 20— 339.0— z 50/3" :::1150/3" --- Purpleish gray 25— hLC- 334.0- 50/6" X 0/6" Boring terminated at 29 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B- 5 S&ME Project No. 1305-19-022 DATE DRILLED: 3/12/19 ELEVATION: 366.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 29.6 ft DRILLER: T. Williams WATER LEVEL: 24.8'ATD HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D _J < _J 0- 0- /REMARKS < _J < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. TOPSOIL- 3 inches RESIDUUM: SANDY LEAN CLAY (CL) 2 3 4 7 firm, yellowish brown, trace mica, fine, moist SANDY SILT (ML) stiff, tan brown, trace mica, fine, moist 4 5 8 13 5 361.0— SILTY SA NQ (SM) medium dense, tan, trace mica, fine, moist 9 9 6 :::7 15 SILTY SAND (SM) very dense, gray, trace manganese, trace mica, 12 22 30 52 10— - :. fine, moist 356.0— Y SILTY SAND (SM) dense, dark gray, trace mica, fine, moist - 18 20 23 43 Y 351.0— SANDY SILT (ML) medium dense, gray, trace mica, fine, moist 7 7 15 22 20 346.0— PARTIALLY WEATHERED ROCK Sampled as purpleish gray, sandy fine silt, trace mica, moist 28 50/3" 050/3 �z 25 — 341.0— HC --- Gray, trace manganese 38 50/6" 050/6" Boring terminated at 29.5 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG 13- 6 S&ME Project No. 1305-19-022 DATE DRILLED: 3/12/19 ELEVATION: 366.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 28.8 ft DRILLER: T. Williams WATER LEVEL: 22.3'ATD HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. a- 0 0- 0 < MATERIAL DESCRIPTION > < z 0 _J 0 z UJ _J 0- 0- < < U) U) BLOW COUNT CORE DATA = 0 0 Z5 STANDARD PENETRATION TEST DATA (blows/ft) /REMARKS 1.0 2.0 3.0 .6.0.8.0. D _J z LOPSOIL- 2 inches FILL: SANDY LEAN CLAY (CL) 4 2 2 4 soft, grayish tan, fine, moist RESIDUUM: SANDY LEAN CLAY (CL) firm, tan, trace mica, fine, moist 2 3 5 8 5 361.0— CLAYEY SAND (SQ dense, tan gray, trace mica, fine, moist 10 12 20 32 SILTY SAND (SM) dense, gray, trace mica, fine, moist 11 17 18 35 10— 356.0— SANDY SILT (ML) very stiff, purpleish gray, trace mica, fine, moist - - 7 11 15 26 15— 351.0— SANDY SILT (ML) hard, grayish purple, trace mica, fine, moist 9 13 28 41 20— 346.0— MII - 12 50/2" 0/2" PARTIALLY WEATHERED ROCK 25— Sampled as brownish pink, silty fine to medium sand, trace manganese, trace mica, wet 341.0— hLC_ 50/3" 050/3" --- Purpleish brown t3onng terminated at 28.8 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B- 7 S&ME Project No. 1305-19-022 DATE DRILLED: 3/14/19 ELEVATION: 367.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 66OX BORING DEPTH: 28.7 ft DRILLER: J. White WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. LOPSOIL - 2 inches FILL: SANDY SILT (ML) �>o 4 2 4 6 �>o firm, reddish brown, trace mica, trace manganese, fine, moist RESIDUUM: SANDY SILT (ML) 1 3 11 14 25 5 very stiff, grayish tan, trace mica, fine to medium, 362.0— moist - 7 12 18 :::7 30 SANDY SILT (ML) hard, pinkish tan, trace mica, trace manganese, A.:. fine, moist 8 16 22 38 10-- SILTY SAND (SM) 357.0- dense, purpleish tan, trace mica, trace manganese, fine, moist hLC- --- Grayish purple 7 14 18 32 15- 352.0- SANDY SILT (ML) very hard, purpleish gray, trace mica, fine, moist 15 28 41 69 20- 347.0- SILTY SAND (SM) dense, pinkish brown, trace mica, fine, wet - 5 10 37 47 25 342.0- PARTIALLY WEATHERED ROCK Sampled as gray, silty fine sand, trace mica, 50/2" 150/2" -moist Boring terminated at 28.7 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 co C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B- 8 S&ME Project No. 1305-19-022 DATE DRILLED: 3/13/19 ELEVATION: 369.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 28.6 ft �Bulk sample obtained from 1 to 6 feet. DRILLER: T. Williams WATER LEVEL: 26.8'ATD HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. a- 0 0- 0 < MATERIAL DESCRIPTION > < z 0 0 z UJ < < U) U) BLOW COUNT CORE DATA = 0 0 Z5 STANDARD PENETRATION TEST DATA (blows/ft) /REMARKS 1.0 2.0 3.0 .6.0.8.0. D -J z LOPSOIL- 2 inches RESIDUUM: SANDY CLAY (CL) 3 7 12 19 medium dense, tan, trace mica, trace manganese, moist 10 12 15 27 5 364.0- SILTY SA NQ (SM) dense, grayish tan, trace mica, fine, moist 13 17 14 :::7 31 SILTY SAND (SM) medium dense, pinkish brown, trace mica, fine, I 7 7 8 15 10 .'.' — moist 359.0- PARTIALLY WEATHERED ROCK Sampled as gray silty fine sand, trace mica, moist 32 50/6" 150/6" 15- 354.0- RESIDUUM: SANDY SILT (NIQ hard, purpleish gray, trace mica, trace manganese, fine, moist 20 26 21 47 20— 349.0— SANDY SILT (ML) very stiff, purpleish gray, trace mica, trace - manganese, fine, moist - 10 11 13 24 25— 344.0— HC 50/11, PARTIALLY WEATHERED ROCK No recovery Boring terminated at 28.6 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 w 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B- 9 S&ME Project No. 1305-19-022 DATE DRILLED: 3/14/19 ELEVATION: 363.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 28.7 ft DRILLER: T. Williams WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. a- 0 0- 0 < MATERIAL DESCRIPTION > < z 0 0 z UJ < < U) U) BLOW COUNT CORE DATA = 0 0 Z5 STANDARD PENETRATION TEST DATA (blows/ft) /REMARKS 1.0 2.0 3.0 .6.0.8.0. D -J z TOPSOIL- 3 inches FILL: SANDY LEAN CLAY (CL) 2 1 3 4 soft, tan gray, trace mica, fine, moist RESIDUUM: SANDY LEAN CLAY (CL) firm, grayish tan, trace mica, fine, moist 5-11 358.0- 3 3 5 SANDY SILT (ML) hard, grayish purple, trace mica, fine, moist 5 19 20 39 SILTY SAND (SM) very dense, tan gray, trace mica, fine to medium, 11 21 32 53 10-.. moist 353.0- PARTIALLY WEATHERED ROCK Sampled as pinkish tan, silty fine sand, trace mica, moist 21 26 50/6" 0/6" 15— 348.0— PARTIALLY WEATHERED ROCK Sampled as grayish purple, fine sandy silt, trace trace manganese, moist - 8 50/6" 4 050/6" 20— 343.0— PARTIALLY WEATHERED ROCK Sampled as gray, silty fine sand, trace mica, moist z 50/3" 150/3" 25 338.0— hLC- - 50/2" 0/2" --- Dark gray Boring terminated at 28.7 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-10 S&ME Project No. 1305-19-022 DATE DRILLED: 3/14/19 ELEVATION: 362.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 27.0 ft DRILLER: T. Williams WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. a- 0 0- 0 < MATERIAL DESCRIPTION > < z 0 0 z UJ < < U) U) BLOW COUNT CORE DATA = 0 0 Z5 STANDARD PENETRATION TEST DATA (blows/ft) /REMARKS 1.0 2.0 3.0 .6.0.8.0. D -J z TOPSOIL- 3 inches RESIDUUM: SANDY FAT CLAY (CH) 2 3 5 8 151 firm, tan gray, trace mica, fine, moist SANDY LEAN CLAY (CL) stiff, brownish gray, trace mica, fine, moist 4 4 6 10 5 357.0- SANDY LEAN CLAY (CL) very stiff, tan gray, trace mica, fine, moist 5 8 10 :::7 18 SAND LEAN CLAY (CL) stiff, brownish gray, trace mica, fine, moist 5 4 6 10 10— 352.0— SILTY SAND (SM) very dense, purpleish gray, trace mica, trace manganese, fine, moist 18 20 50 70 15—,.,.: 347.0— X PARTIALLY WEATHERED ROCK No recovery 50/11, 150/1 20— 342.0— HC 50/2" 4 050/2" --- Sampled as gray, silty fine sand, trace mica, 25 — moist 337.0- 50/01, --- No recovery Boring terminated at 27 ft NOTES.- 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-1 1 S&ME Project No. 1305-19-022 DATE DRILLED: 3/14/19 ELEVATION: 360.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 66OX BORING DEPTH: 28.9 ft DRILLER: J. White WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. T S 0 TOPSOIL- 3 inches 0 P I L L S NI FILL: SANDY SILT (ML) F 'L A 2 2 3 5 firm, grayish brown, trace fine gravel, trace mica, firm g rays fine, wet fine wet tRESIDUUM: FILL: CLAYEY GRAVEL (GVV) FILL. CLA, 1 2 3 3 6 5 loose, brownish gray, trace mica, coarse, moist v 355.0- SANDY FAT CLAY (CH) 3 5 6 s stiff r is tiff, reddish gray, trace mica, fine, moist SANDY SILT (ML) stiff, tan gray, trace mica, fine, moist 5 9 12 21 10- 350.0- --- Grayish purple HC 7 12 14 26 15 345.0— V. PARTIALLY WEATHERED ROCK Sampled as purpleish gray, silty fine sand, trace 50/3" 050/3" mica, moist 20— 340.0- 50/11, ilJ50/1" 25 — 335.0— PARTIALLY WEATHERED ROCK Sampled as purpleish brown, sandy fine silt, trace X 50/4" 4 0/4" mica, moist Boring terminated at 28.9 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-12 S&ME Project No. 1305-19-022 DATE DRILLED: 3/14/19 ELEVATION: 363.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 66OX BORING DEPTH: 23.7 ft �Rutting occured with dri' I rig attempting access to location. Offset boring 20 feet. DRILLER: J. White WATER LEVEL: Dry@ TOB original HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. LOPS0111-2 inches RESIDUUM: SANDY LEAN CLAY (CL) 3 2 3 5 firm, brownish red, trace mica, trace manganese, fine to medium, moist --- Grayish tan 2 3 4 7 5 348.0- SANDY SILT (ML) very stiff, grayish tan, trace mica, fine to medium, 4 11 12 23 moist --- Trace manganese 6 9 17 26 10 343.0— PARTIALLY WEATHERED ROCK Sampled as gray, silty fine sand, trace mica, moist 50/2" 150/2" hLC- 15— 338.0- 50/51, 150/5" 20— 333.0- 50/2" 0/2" Boring terminated at 23.7 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-13 S&ME Project No. 1305-19-022 DATE DRILLED: 3/12/19 ELEVATION: 360.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 28.6 ft DRILLER: T. Williams WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. TOPSOIL- 3 inches RESIDUUM: SANDY FAT CLAY (CH) 1 3 7 10 stiff, tan gray, fine, moist SAND (SP-SM) dense, gray, with silt, fine, moist 10 26 20 46 5 355.0 PARTIALLY WEATHERED ROCK Sampled as gray purple, fine sandy silt, dry 11 19 50/3" 060/3" - --- Purpleish brown, trace mica - 21 50/4" 1060/4" 10— 350.0- 22 50/6" 0/6" 15— 345.0- 50/3" 0/3" - Gray - 20— 340.0— PARTIALLY WEATHERED ROCK Sampled as gray, silty fine sand, dry 50/11, A 050/1 25 — 335.0— hLC- 50/11, 150/1 -LLLil --- No recovery L3onng terminateci at 2b.b ti NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-14 S&ME Project No. 1305-19-022 DATE DRILLED: 3/12/19 ELEVATION: 364.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: Diedrich D-60 BORING DEPTH: 28.7 ft DRILLER: T. Williams WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D _J < _J 0- 0- /REMARKS < _J < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. TOPSOIL- 3 inches RESIDUUM: SANDY LEAN CLAY (CL) 2 3 4 .:::7 7 firm, tan gray, trace silt, fine, moist PARTIALLY WEATHERED ROCK 15 50/6" Sampled as purpleish gray, fine sandy silt, trace 050/6" 5— mica, dry 359.0- 32 50/6" :::J050/6" --- Brownish red 12 27 50/4" 050/4" 10— 354.0 50/6" X 050/6" 15— 349.0- 150/6" 0/6" Grayish brown 20— 344.0— hLC_ X 50/4" :::4050/4" 25— 339.0— PARTIALLY WEATHERED ROCK Sampled as gray, silty fine sand, trace mica,-qx--- 50/2" 0/2" Boring terminated at 28.7 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-15 S&ME Project No. 1305-19-022 DATE DRILLED: 3/13/19 ELEVATION: 368.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 66OX BORING DEPTH: 17.6 ft DRILLER: J. White WATER LEVEL: Dry@ TOB HAMMER TYPE: Automatic LOGGED BY: G. Goslin SAMPLING METHOD: Split spoon DRILLING METHOD: 31/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J < /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. FILL: CLAYEY SAND (SC) very soft, grayish brown, fine, moist to wet WOH WOH WOIJ WOH PARTIALLY WEATHERED ROCK Sampled as gray, fine sandy silt, trace mica, trace 24 50/6" ....160/6" manganese, moist 353.0- 20 30 50/3" :::1160/3" --- Tan 22 24 50/4" 160/4" 10— 348.0- - hLC- - - Gray - 1 31 50/3" il :::. 150/3" 15— 343.0— A 50/01, 0/0.. --- No recovery Boring terminated at 17.5 ft due o auger re usa NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-1A S&ME Project No. 1305-19-022 DATE DRILLED: 1/9/20 ELEVATION: 370.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 660 BORING DEPTH: 29.0 ft DRILLER: J&L Drilling WATER LEVEL: 18.6'24 hr HAMMER TYPE: Safety LOGGED BY: E. Blonshine SAMPLING METHOD: Split spoon DRILLING METHOD: 21/4" H.S.A. BLOW COUNT > z 0 0 z CORE DATA STANDARD PENETRATION TEST DATA a- 0 0- 0 MATERIAL DESCRIPTION UJ = 0 0 (blows/ft) D -J /REMARKS < < < U) Z5 z U) 1.0 2.0 3.0 .6.0.8.0. INCHES) RESIDUUM: CLAYEY SAND (SC) 3 19 26 45 dense, gray brown, trace mica, fine, moist %050/3" 35 50/3" 5 - PARTIALLY WEATHERED ROCK 365.0- sampled as gray brown, clayey sand, trace manganese, fine, moist 40 50/5" jlI 160/5" 50/51, X :::1050/5" PARTIALLY WEATHERED ROCK sampled as tan, silty sand, trace mica, 10— manganese, silt seams, fine, moist 360.0- - - 43 50/4" 4150/4" 15— 355.0— PARTIALLY WEATHERED ROCK sampled as silt, red gray, trace sand, moist - - 39 50/4" iI 050/4" 20— 350.0— PARTIALLY WEATHERED ROCK sampled as tan gray, silty sand, some mica, fine, moist HC 32 47 50/3" : : : : : i 150/3" 25— 345.0- 50/11, 150/1 Boring terminated at 29 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-2A S&ME Project No. 1305-19-022 DATE DRILLED: 1/10/20 ELEVATION: 369.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 660 BORING DEPTH: 29.0 ft DRILLER: J&L Drilling WATER LEVEL: Caved Dry @ 24' HAMMER TYPE: Safety LOGGED BY: E. Blonshine SAMPLING METHOD: Split spoon DRILLING METHOD: 21/4" H.S.A. a- 0 0- 0 < MATERIAL DESCRIPTION > < z 0 0 z UJ < < U) U) BLOW COUNT CORE DATA = 0 0 Z5 STANDARD PENETRATION TEST DATA (blows/ft) /REMARKS 1.0 2.0 3.0 .6.0.8.0. D -J z Lk �HAL�4 INCHES) STQ�E4 INCHES) 11 10 14 24 FILL: SILTY SAND (SM) medium dense, dark gray, trace gravel, trace organics, fine, moist 8 9 12 21 5— 364.0 RESIDUUM: SILT (MIH) T very stiff, red gray, with sand, trace mica, moist 16 19 20 :::7 39 SILTY SAND (SM) \_�Se, b�rown gray, trace mica, fine, moist SANDY SILT (ML) 15 17 24 41 10— hard, brown gray, trace mica, moist 359.0- 23 50/5" 050/5" 15— PARTIALLY WEATHERED ROCK gray brown, with sand, trace mica, manganese, 354.0— moist, sampled as silt - 21 45 50/4" :::.1050/4" 20— 349.0 RESIDUUM: SILTY SAND (SM) very dense, pink gray, trace mica, fine, moist HC 16 18 39 57 25 Y 344.0 PARTIALLY WEATHERED ROCK sampled as gray, silty sand, fine, trace weathered 50/2" 050/2" rock fragments Boring terminated at 29 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-3A S&ME Project No. 1305-19-022 DATE DRILLED: 1/9/20 ELEVATION: 366.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 660 BORING DEPTH: 29.0 ft DRILLER: J&L Drilling WATER LEVEL: 20.6'24 hr HAMMER TYPE: Safety LOGGED BY: E. Blonshine SAMPLING METHOD: Split spoon DRILLING METHOD: 21/4" H.S.A. a- 0 0- 0 < MATERIAL DESCRIPTION > z 0 0 z UJ < < U) U) BLOW COUNT CORE DATA = 0 0 Z5 STANDARD PENETRATION TEST DATA (blows/ft) /REMARKS 1.0 2.0 3.0 .6.0.8.0. D -J z -DO 1gLS0IL(2 INCHES) FILL: SANDY CLAY (CL) 5 12 14 26 very stiff, brown, little gravel, trace organics, moist FILL WASHIEDSTONE 5 12 10 22 5 361.0- FILL: SILTY SAND (SM) medium dense, gray, with gravel, fine, moist 4 6 7 13 RESIDUUM: CLAY (CH) �fforange gray, with sand, trace mica, moist SILT (ML) 9 21 25 46 10- hard, gray red, moist 356.0 SILT (ML) very hard, gray brown, trace sand, trace manganese, trace rootlets 10 17 36 53 15— 351.0— ----- 24 35 5013" 0/3" PARTIALLY WEATHERED ROCK 20— -Y 346.0- - gray, with sand, little manganese, moist, sampled - as silt PARTIALLY WEATHERED ROCK gray brown, trace mica, relatively dry, sampled as hLC- 50/11, ilJ50/1" sandy silt 25— 341.0- 50/11, A 150/1 Boring terminated at 29 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 co C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-4A S&ME Project No. 1305-19-022 DATE DRILLED: 1/10/20 ELEVATION: 369.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 660 BORING DEPTH: 23.6 ft DRILLER: J&L Drilling WATER LEVEL: Caved Dry @ 18.6' HAMMER TYPE: Safety LOGGED BY: E. Blonshine SAMPLING METHOD: Split spoon DRILLING METHOD: 21/4" H.S.A. a- 0 0- 0 < MATERIAL DESCRIPTION > < z 0 0 z UJ < < U) U) BLOW COUNT CORE DATA = 0 0 Z5 STANDARD PENETRATION TEST DATA (blows/ft) /REMARKS 1.0 2.0 3.0 .6.0.8.0. D -J z 1gLS0IL(4 INCHES) FILL: SANDY CLAY (CL) 9 9 8 17 very stiff, brown, trace gravel, trace organics, moist 7 7 7 14 FILL: SILTY SAND (SM) 5 - medium dense, gray, trace gravel, trace organics, 364.0- fine, moist - 6 4 4 8 FILL: SANDY CLAY (CL) firm, graytan, some rootlets, moist RESIDUUM: SILT (ML) hard, brown gray, trace mica, moist - 10- 359.0— 11 19 30 49 SILTY SAND (SM) very dense, black gray, trace mica, trace manganese, fine, moist - 13 34 38 72 354.0— hLC- 20— - 349.0— 36 50/5" 0/5" PARTIALLY WEATHERED ROCK gray brown, with sand, trace mica, manganese, moist, sampled as silt PARTIALLY WEATHERED ROCK dark gray, sampled as weathered rock fragments 50/11, :-Lii 050/1 Boring terminated at 23.6 ft due to auger refusal NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I 0 W 2 o5 U) C? �2 L6 o �2 PROJECT: NCCU School of Business Durham, NC BORING LOG B-5A S&ME Project No. 1305-19-022 DATE DRILLED: 1/10/20 ELEVATION: 368.0 ft NOTES: Boring location and elevation are approximate. DRILL RIG: CME 660 BORING DEPTH: 29.0 ft DRILLER: J&L Drilling WATER LEVEL: Caved Dry @ 23' HAMMER TYPE: Safety LOGGED BY: E. Blonshine SAMPLING METHOD: Split spoon DRILLING METHOD: 21/4" H.S.A. a- 0 0- 0 < MATERIAL DESCRIPTION > < z 0 0 z UJ < < U) U) BLOW COUNT CORE DATA = 0 0 Z5 STANDARD PENETRATION TEST DATA (blows/ft) /REMARKS 1.0 2.0 3.0 .6.0.8.0. D -J z 1gLS0IL(3 INCHES) FILL: CLAY (CH) 6 4 3 7 firm, brown, with sand, some brick fragments, some organics, wet FILL: SANDY CLAY (CL) 1 10 10 13 23 very stiff, brown gray, trace organics, moist 363.0— RESIDUUM: SANDY SILT (ML) very hard, brown gray, trace mica, moist 12 36 45 81 SAND SILT(ML) hard, brown gray, trace manganese, trace mica, 11 17 14 31 10- moist 358.0- PARTIALLY WEATHERED ROCK brown gray, trace manganese, trace mica, relatively dry, sampled as sandy silt 50/4" X 150/4" 15- 353.0- PARTIALLY WEATHERED ROCK red brown, with sand, relatively dry, sampled as silt 50/3" 0/3" 20- 348.0- --- Moist HC z 50/3" :::1150/3" 25 - 343.0- --- Relatively dry 50/2" 050/2" Boring terminated at 29 ft NOTES: 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED PROJECT AND MUST ONLYBE USED TOGETHER WITH THAT REPORT. 2 BORING WffHA� SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE TMD-1586. 3 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. 4 WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. Page I of I Appendix III - Laboratory Results Form No: TR-D2216-T26S-2 LABORATORY DETERMINATION OF Revision No. 1 WATER CONTENT Revision Date: 08/16/17 111 E ASTM D 2216 AASHTC) T 265 F-1 S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NIC 27616 Project #: 1305-19-022 Report Date: 3/16/19 Project Name: NCCU School of Business Test Date(s): 3/15 - 3/16/19 Client Name: NCCU Client Address: 1801 Fayetteville Street, Durham, NC 27707 Sample by: S&ME Sample Date(s): 3/14/19 Sampling Method: Bulk Drill Rig: N/A Method: A (1%) El B (0. 1 %) 71 Balance ID. 20977 Calibration Date: 4/9/18 Oven ID. 14S4 Calibration Date: 11/21/18 Boring No. Sample No. Sample Depth Tare # Tare Weight Tare Wt.+ Wet Wt Tare Wt. + Dry Wt Water Weight Percent Moisture ft. grams grams grams grams % B-2 UD-1 3 - 5 8.21 147.13 126.69 20.44 17.3% B-4 SS-1 1 -2.5 45.55 111.98 102.01 9.97 17.7% B-8 Bulk 1 - 5 46.10 124.10 111.72 12.38 18.9% B-9 SS-1 1 -2.5 45.38 98.98 89.67 9.31 21.0% B-15 SS-1 1 -2.5 49.60 79.50 73.54 5.96 24.9% Notes / Devicrtions / References AASHTO T 26S: Laboratory Determination of Moisture Content of Soils ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass Mal Kra*an, ET Laboratory Manage 3/16/2019 Technical Responsibility Signature Position Date This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. S&AIE, Inc. - Corporate 3201 Spring Forest Road Moisture Table.xls Raleigh, NC. 27616 Page I of I Form No. TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, Revision No. & PLASTIC INDEX Revision Date: 8/28/17 ASTM D 4318 [H] AASHTO T 89 0 AASHTO T 90 0 S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NIC 27616 Project #: 1358-19-022 Report Date: 3/18/19 Project Name: NCCU School of Business Test Date(s) 3/15 - 3/18/19 Client Name: NCCU - Engineering Dept. Client Address: 1801 Fayetteville Street, Durham, NC 27707 Boring #: B-2 Sample#: LID-1 Sample Date: 3/14/19 Location: Site -Borehole Offset: N/A Depth (ft): 3 - 5 ft. Sample Description: Tan -Brown Clayey SAND Type and Specification S&ME ID # Cal Date: Type and Specification S&ME ID # Cal Date: Balance (0.01 g) 20977 4/9/2018 Grooving tool S-1 S/18/2018 LL Apparatus 1803 7/S/2018 Oven 14S4 11/21/2018 Wet Soi I Weight + A Dry Soil Weight + A Water Weight (B-C) Dry Soil Weight (C-A) MP ASTM D 2276 LL IF FACTOR 111111101111110 =11111110 NP, Non -Plastic 0 Liquid Limit 40 Plastic Limit 21 Plastic Index 19 Group Symbol SC Multipoint Method Ll One-Doint Method 9 Wet Preparation El Dry Preparation El Air Dried El Estimate the % Retained on the #40 Sieve: 41 % Notes / Deviations / References: ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils 7L: Mal Kra*an, ET Laborato!�� Manager 3/18/2019 Technical Responsibility Signature Position Date This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. S&AIE, INC. - Corporate 3201 Spring Forest Road B-2 UD-1 (3 - 5ft) P1.x1s Raleigh, NC. 27616 Page I of I Form No. TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, Revision No. & PLASTIC INDEX Revision Date: 8/28/17 ASTM D 4318 [H] AASHTO T 89 0 AASHTO T 90 0 S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NIC 27616 Project #: 1358-19-022 Report Date: 3/18/19 Project Name: NCCU School of Business Test Date(s) 3/15 - 3/18/19 Client Name: NCCU - Engineering Dept. Client Address: 1801 Fayetteville Street, Durham, NC 27707 Boring #: B-4 Sample #: SS-1 Sample Date: 3/14/19 Location: Site -Borehole Offset: N/A Depth (ft): 1 - 2.5 ft. Sample Description: Brown Sandy CLAY Type and Specification S&ME ID # Cal Date: Type and Specification S&ME ID # Cal Date: Balance (0.01 g) 20977 4/9/2018 Grooving tool S-1 S/18/2018 LL Apparatus 1803 7/S/2018 Oven 14S4 11/21/2018 Wet Soi I Weight + A Dry Soil Weight + A Water Weight (B-C) Dry Soil Weight (C-A) MP ASTM D 2276 LL IF FACTOR NP, Non -Plastic 0 Liquid Limit 40 Plastic Limit 20 Plastic Index 20 Group Symbol CL Multipoint Method Ll One-Doint Method 9 Wet Preparation El Dry Preparation El Air Dried El Estimate the % Retained on the #40 Sieve: 13% Notes / Deviations / References: ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils (� _ I 7L: _71 Mal Kra*an, ET Laborato!�� Manager 3/18/2019 Technical Responsibility Signature Position Date This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. S&AIE, INC. - Corporate 3201 Spring Forest Road B-4 SS-1 (I - 2.5ft) P1.xls Raleigh, NC. 27616 Page I of I Form No. TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, Revision No. & PLASTIC INDEX Revision Date: 8/28/17 ASTM D 4318 [H] AASHTO T 89 0 AASHTO T 90 0 S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NIC 27616 Project #: 1358-19-022 Report Date: 3/18/19 Project Name: NCCU School of Business Test Date(s) 3/15 - 3/18/19 Client Name: NCCU - Engineering Dept. Client Address: 1801 Fayetteville Street, Durham, NC 27707 Boring #: B-8 Sample#: Bulk Sample Date: 3/14/19 Location: Site -Borehole Offset: N/A Depth (ft): 1 - 5 ft. Sample Description: Tan -Brown Sandy CLAY Type and Specification S&ME ID # Cal Date: Type and Specification S&ME ID # Cal Date: Balance (0.01 g) 20977 4/9/2018 Grooving tool S-1 S/18/2018 LL Apparatus 1803 7/S/2018 Oven 14S4 11/21/2018 Wet Soi I Weight + A Dry Soil Weight + A Water Weight (B-C) Dry Soil Weight (C-A) MP ASTM D 2276 LL IF FACTOR NP, Non -Plastic 0 Liquid Limit 37 Plastic Limit 21 Plastic Index 16 Group Symbol CL Multipoint Method Ll One-Doint Method 9 Wet Preparation El Dry Preparation El Air Dried El Estimate the % Retained on the #40 Sieve: S% Notes / Deviations / References: ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils Mal Kra*an, ET Laborato!�� Manager 3/18/2019 Technical Responsibility Signature Position Date This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. S&AIE, INC. - Corporate 3201 Spring Forest Road B-8 Bulk (I - 5ft) P1.xls Raleigh, NC. 27616 Page I of I Form No. TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, Revision No. & PLASTIC INDEX Revision Date: 8/28/17 ASTM D 4318 [H] AASHTO T 89 0 AASHTO T 90 0 S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NIC 27616 Project #: 1358-19-022 Report Date: 3/18/19 Project Name: NCCU School of Business Test Date(s) 3/15 - 3/18/19 Client Name: NCCU - Engineering Dept. Client Address: 1801 Fayetteville Street, Durham, NC 27707 Boring #: B-9 Sample #: SS-1 Sample Date: 3/14/19 Location: Site -Borehole Offset: N/A Depth (ft): 1 - 2.5 ft. Sample Description: Brown Sandy CLAY Type and Specification S&ME ID # Cal Date: Type and Specification S&ME ID # Cal Date: Balance (0.01 g) 20977 4/9/2018 Grooving tool S-1 S/18/2018 LL Apparatus 1803 7/S/2018 Oven 14S4 11/21/2018 Wet Soi I Weight + A Dry Soil Weight + A Water Weight (B-C) Dry Soil Weight (C-A) MP ASTM D 2276 LL IF FACTOR 111111101111110 NP, Non -Plastic 0 Liquid Limit 37 Plastic Limit 20 Plastic Index 17 Group Symbol CL Multipoint Method Ll One-Doint Method 9 Wet Preparation El Dry Preparation El Air Dried El Estimate the % Retained on the #40 Sieve: 16% Notes / Deviations / References: ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils 7L: Mal Kra*an, ET Laborato!�� Manager 3/18/2019 Technical Responsibility Signature Position Date This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. S&AIE, INC. - Corporate 3201 Spring Forest Road B-9 SS-1 (I - 2.5ft) P1.xls Raleigh, NC. 27616 Page I of I Form No. TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, Revision No. & PLASTIC INDEX Revision Date: 8/28/17 ASTM D 4318 [H] AASHTO T 89 0 AASHTO T 90 0 S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NIC 27616 Project #: 1358-19-022 Report Date: 3/18/19 Project Name: NCCU School of Business Test Date(s) 3/15 - 3/18/19 Client Name: NCCU - Engineering Dept. Client Address: 1801 Fayetteville Street, Durham, NC 27707 Boring #: B-15 Sample #: SS-1 Sample Date: 3/14/19 Location: Site -Borehole Offset: N/A Depth (ft): 1 - 2.5 ft. Sample Description: Brown Clayey SAND Type and Specification S&ME ID # Cal Date: Type and Specification S&ME ID # Cal Date: Balance (0.01 g) 20977 4/9/2018 Grooving tool S-1 S/18/2018 LL Apparatus 1803 7/S/2018 Oven 14S4 11/21/2018 Wet Soi I Weight + A Dry Soil Weight + A Water Weight (B-C) Dry Soil Weight (C-A) MP ASTM D 2276 LL IF FACTOR NP, Non -Plastic 0 Liquid Limit 29 Plastic Limit 18 Plastic Index 11 Group Symbol SC Multipoint Method Ll One-Doint Method 9 Wet Preparation El Dry Preparation El Air Dried El Estimate the % Retained on the #40 Sieve: 24% Notes / Deviations / References: ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils (� _ I 7L: _71 Mal Kra*an, ET Laborato!�� Manager 3/18/2019 Technical Responsibility Signature Position Date This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. S&AIE, INC. - Corporate 3201 Spring Forest Road B - 15 SS- I (I - 2. 5 ft) P1. xls Raleigh, NC. 27616 Page I of I Form No. TR-D698-2 MOISTURE - DENSITY REPORT Revision No. : 1 Revision Date: 07/25/17 111 E Quality Assurance S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616 S&ME Project #: 1305-19-024 Report Date: 3/25/19 Project Name: NCCU School of Business Test Date(s): 3/20 -3/25/19 Client Name: NCCU - Engineering Dept. Client Address: 1801 Fayetteville Street Durham, NC 27707 Boring #: B-8 Sample #: Bulk Sample Date: 3/14/2019 Location: Site -Borehole Offset: N/A Depth (ft): 1 - 5 ft. Sample Description: Tan -Brown Sandy CLAY Maximum Dry Density 110.2 PCF. Optimum Moisture Content 16.0% ASTM D 698 Method A 125.0 120.0 115.0 110.0 105.0 100.0 95.0 5.0 30.0 Soil Properties Natural Moisture 18.9% Content Assumed Specific 2.650 Gravity Liquid Limit 37 Plastic Limit 21 Plastic Index 16 Moisture -Density Relations of Soil and Soil -Aggregate Mixturesl F2.6_555�0_ 100% Saturation Curve % Passing 314 100.0% 318 100.0% #4 100.0% #10 N D #40 ND #60 ND #200 ND Oversize Fraction Bulk Gravity % Moisture % Oversize MDD Opt MC 10.0 15.0 20.0 Content 25.0 Moisture Moisture -Density Curve Displayed: Fine Fraction [K Corrected for Oversize Fraction (ASTM D 4718) 0 Sieve Size used to separate the Oversize Fraction: #4 Sieve [K 3/8 inch Sieve 0 3/4 inch Sieve 0 Mechanical Rammer 0 Manual Rammer [K Moist Preparation 0 Dry Preparation El References / Comments / Deviations: ND=Not Determined. ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort Mal Kraman, ET Laboratory Manager 3/31/2019 Technicol Responsibility Signature Position Dote This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc S&1E,Inc. - Corporate 3201 Spring Forest Road B-8 Bulk (I - 5ft) Proctor.x1s Raleigh, NC. 27616 Page I of I Form No. TR-D1883-T193-3 CBR (CALIFORNIA BEARING RATIO) Revision No. 2 OF LABORATORY COMPACTED SOIL Revision Date: 08/11/17 ASTM D 1883 S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NIC 27616 Project #: 1305-19-022 Report Date: 3/31/2019 Project Name: NCCU School of Business Test Date(s) 3/25 -3/29/19 Client Name: NCCU - Engineering Dept. Client Address: 1801 Fayetteville Street, Durham, NC 27707 Boring #: B-8 Sample#: Bulk Sample Date: 3/14/19 Location: Site -Borehole Offset: N/A Depth (ft): 1 - 5 ft. Sample Description: Tan -Brown Sandy CLAY ASTM D 698 Method A Maximum Dry Density: 110.2 PCF Optimum Moisture Content: 16.0% Compaction Test performed on grading complying with CBR spec. % Retained on the 3/4" sieve: 0.0% Uncorrected CBR Values Corrected CBR Values CBR at 0.1 in. 5.2 CBR at 0.2 in. 5.9 CBR at 0.1 in. 5.6 CBR at 0.2 in. 6.1 MIM MEW Before Soaking After Soaking Compactive Effort (Blows per Layer) Final Dry Density (PCF) Initial Dry Density (PCF) Average Final Moisture Content Moisture Content of the Compacted Specimen Moisture Content (top 1 " after soaking) Percent Compaction Percent Swell Soak Time: 96 hrs. Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 101.9 Liquid Limit 37 Plastic Index 16 Notes/Deviations/References: Test specimen compacted to 98% at optimum moisture. Mal Kra*an, ET Laboratory Manage 3/31/2019 Technical Responsibility Signature Position Date This report shall not be reproduced, except in full without the written approval of S&ME, Inc. S&AIE, Inc. - Corporate 3201 Spring Forest Road B-8 Bulk (I - 5ft) CBR.xls Raleigh, NC. 27616 Page I of I Oedometer Settlement Tests Sample details FSketch Depth 3 - 5 ft. showing specimen Description: Tan -Brown Clayey SAND location in original Sample Type Undisturbed Height Ho (in) 0.998 Diameter Do (in) 2.501 Weight W. (gr) 163.65 Bulk Density p (PCF) 127.16 Particle Density ps 2.659 (measured) Initial Conditions Settlement Channel 1001 Moisture Content w0% 17.3 Dry Density Pd (PCF) 108.45 Voids Ratio an 0.5300 Deg of Saturation So% 86.6 Swelling Pressure Ss (TSF) 0.000 Final Conditions Moisture Content wf% Dry Density Pd (PCF) Voids Ratio ef Deg of Saturation Sf% Settlement: (in) Compression Index Cc r otes: ASTM D2435-96 Site Reference: Jobfile: Operator. 17.2 111.46 0.4886 93.76 0.027 0.066 Tes specimen taken from the middle portion of LID tube. Test name Date of Test: NCCU School of Business Sample: C:\WINCLISP\NCCU.JOB Borehole: 4— � Checked: Consolidation 3-20-19 UD-1 B-2 I Approved. Oedometer Settlement Tests 0.529 0.515 0.501 0 0.488 0.474 0.460 100.0 98.8 97.6 E LR 96.4 --* 952 94.0 04 0.023 E 0.020 0.017 CL E 0 U 0.013 0.010 — 0.006 3.460 04 2.860 0 CU -�? 2.260 0 0 0 1.660 1.060 0.460 ASTM D2435-96 Site Reference: Jobfile: 0.100 Vertical Stress (TSF) 1.000 Test name Date of Test: NCCU School of Business Sample: C:\WINCLISPNNCCU.JOB Borehole: Operator. Checked. A_L, Consolidation 3-20-19 UD-1 B-2 I Approved. 10.000 Oedometer Settlement Tests 0.529 0.515 0.501 0.488 0.474 0 0.460 I AASTM D2435-96 �Site Reference: rile: 0.100 NCCU School of Business C:\WINCLISP\NCCU.JOB Vertical Stress (TSF) Test name Date of Test: Sample: II I �w Operator Checked. A-U�- 1.000 Consolidation 3-20-19 UD-1 B-2 � Approved. 10.000 Oedometer Settlement Tests E 100.0 99.0 98.0 97.0 96.0 95.0 ASTM D2435-96 Site Reference: Jobfile: Operator. 0.100 NCCU School of Business C:\WINCLISP\NCCU.JOB 1.000 Vertical Stress (TSF) Test name Consolidation Date of Test; 3-20-19 Sample: UD-1 Borehole: B-2 Approved. 10.000 Oedometer Settlement Tests 0.023 0.020 0.017 0.013 04 E 0.010 E 0 0 0.006 0.100 Vertical Stress (TSF) ASTM D2435-96 Test name Date of Test: Site Reference: NCCU School of Business Sample: Jobfile: CAWINCLISP\NCCU.JOB Borehole: Operator- Checked. mi 1.000 Consolidation 3-20-19 UD-1 B-2 I ��p-mved. 10.000 Oedometer Settlement Tests 0 0 0 3.460 2.860 2.260 1.660 1.060 0.460 nASTM D2435-96 Site Reference: NCCU School of Business AMMW, Jobfile: C:\WINCLISP\NCCU.JOB Operator- I Checked- �-M— I ^-NA.C— 0.100 Vertical Stress (TSF) Test name Date of Test: Sample: Borehole: 1.000 Consolidation 3-20-19 UD-1 B-2 I A Tp; i;. —ed. 10.000 Oedometer Settlement Tests Stress Initial Settlement Cal Corr. Final Voids ton Secondary c,, mv (TSF) Temp. oC Total (in) (in) Temp. oC Ratio of (mins) Compr Csec (ft2lday) (ft2/ton) 0.050 21.7 0.0011 0.0 21.7 0.5283 2.186 0.00 0.965 0.022 0.250 21.7 0.0054 0.0 21.7 0.5217 2.032 0.00 1.032 0.022 0.500 21.7 0.0075 0.0 21.7 0.5185 0.730 0.00 2.857 0.008 1.000 21.7 0.0144 0.0 21.7 0.5079 4.392 0.00 0.470 0.014 2.000 21.7 0.0228 0.0 21.7 0.4950 3.233 0.00 0.629 0.009 4.000 21.7 0.0355 0.0 21.7 0.4755 3.543 0.00 0.562 0.007 1.000 21.7 0.0323 0.0 21.7 0.4804 0.001 0.050 21.7 0.0270 0.0 21.7 0.4886 0.006 ASTM D2435-96 Site Reference: Jobfile: , NCCU School of Business CAWINCLISP\NCCUJOB Test name Date of Test: Sample: Borehole: Consolidation 3-20-19 UD-1 B-2 I Approved.-