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Home My WebLink AboutSW3171002_Geotech Report_20171020STEWART STRONGER BY DE51GN GEOTECHNICAL ENGINEERING REPORT THALES ACADEMY 8012 New Town Road Waxhaw, North Carolina March 9, 2017 slewarlinc.com GEOTECHNICAL ENGINEERING REPORT THALES ACADEMY IN UNION COUNTY 8012 New Town Road Waxhaw, North Carolina March 9, 2017 Prepared For: Thales Academy 4641 Paragon Park Road Raleigh, North Carolina 27616 Prepared By: STEWART 5400 Old Poole Road Raleigh, NC 27610 Stewart Project No.: F17002.00 DocuSigned by: 80669478DA4C46E_. Chien -Ting Tang, EI, Ph.D Geotechnical Engineering Intern A 3/9/2017 ........... 5 5 1.; .# 5ElL� 28422 DocuSigned by: C06817F5F770411... Donald W. Brown Jr., PE, LEED AP Manager of Construction Services NC PE License No. 28422 Stewart License No. C-1051 TABLE OF CONTENTS EXECUTIVE SUMMARY................................................................................................ 1 2 PROJECT INFORMATION............................................................................................ 2 2.1 Project Understanding........................................................................................ 2 2.2 Site Location and Description.............................................................................. 2 2.3 Geologic Area Overview...................................................................................... 2 3 SUBSURFACE EXPLORATION...................................................................................... 3 3.1 Field Testing..................................................................................................... 3 3.1.1 Soil Test Borings..................................................................................... 3 3.2 Laboratory Services........................................................................................... 3 3.3 Subsurface Conditions........................................................................................ 3 3.3.1 Ground cover......................................................................................... 3 3.3.2 Residual................................................................................................4 3.3.3 Weathered Rock..................................................................................... 4 3.3.4 Rock..................................................................................................... 4 3.3.5 Groundwater..........................................................................................4 4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS ............................................. 5 4.1 Site Preparation................................................................................................. 5 4.1.1 General.................................................................................................5 4.1.2 Septic System........................................................................................ 5 4.1.3 Difficult Excavations................................................................................ 6 4.2 Fill Selection and Compaction.............................................................................. 6 4.3 Foundations...................................................................................................... 7 4.3.1 Design.................................................................................................. 7 4.3.2 Construction.......................................................................................... 7 4.4 Slab-On-Grade.................................................................................................. 8 4.4.1 Design.................................................................................................. 8 4.4.2 Construction.......................................................................................... 8 4.5 Seismic Design Considerations............................................................................ 8 4.6 Pavement......................................................................................................... 9 Appendix A Site Vicinity Map Boring Location Diagram Appendix B Boring Snapshot Boring Logs Boring Summary Table Legend to Soil Descriptions Appendix C Laboratory Test Data Appendix D Site Photographs I EXECUTIVE SUMMARY Stewart has completed a geotechnical exploration for the proposed Thales Academy in Waxhaw, Union County, North Carolina. This Executive Summary is provided as a brief overview of our geotechnical engineering evaluation for the project and is not intended to replace more detailed information contained elsewhere in this report. A summary of our findings, opinions, and recommendations is provided below. • The current plans for this project include the construction of a new two-story elementary school building with a concrete -slabs -on -grade. Additional site development will include asphalt - paved parking lots and driveways, a playground, and onsite storm water quality/detention pond. • A total of 13 soil test borings were performed for this geotechnical exploration, including five for the building and eight for the remainder of site. Borings were advanced to approximate depths ranging from 5 feet to 40 feet below the existing grade. Two auger probes were also performed due to shallow auger refusal in one of the borings (S-6). • The subsurface soils consist of residual and weathered rock (metavolcanics). The predominant residual soil types include Sandy SILT (ML) and Silty SAND (SM), with lesser amounts of Elastic SILT (MH) and Lean CLAY (CL). • Weathered rock was encountered in eight of the 13 borings and classified as metavolcanics. The weathered rock was encountered at elevations ranging from approximately 584 to 6081/2 feet. • Auger refusal on hard rock (metavolcanics) was encountered in boring S-6, at the elevation of approximately 606 feet. • Groundwater was measured in borings B-1, B-2, B-4, B-5 and S-8, after a stabilization period of 24 hours, at depths ranging from approximately 7 to 17 feet below the existing grade (approximate el. 599-600 feet). • The structure should be design using a Seismic Site Class C. • The use of conventional spread footings and slab -on -grade are recommended for the elementary school building on this site. The owner/designer/contractor should not rely solely upon the summary above. This report should be read in its entirety prior to implementing the recommendations in the preparation of design and construction documents. Stewart should be retained to perform sufficient services to determine plan/specification compliance with the recommendations in this report. Thales Academy - Waxhaw, North Carolina Page 1 2 PROJECT INFORMATION 2.1 Project Understanding Based on the information available at the time of this report, the project will include a two-story elementary school building with a concrete slab -on -grade. For the purpose of this report we have assumed that the maximum column load is 200 kips. According to the current plans, the elementary school building will have a finished floor elevation (FFE) of 614 feet. As such, grading will require up to 2 feet of cut and 6 feet of fill to achieve the finished subgrade elevation in the proposed building pad. Site development will include asphalt paved parking lots with driveways, a playground, and a stormwater pond. Site grades were not established at the time of this report and thus we cannot comment on the anticipated cut/fill depths at this time. 2.2 Site Location and Description The subject site is located at 8012 New Town Road in Waxhaw, Union County, NC. The site is currently occupied by a 1 -story, single-family residence and two detached structures. The southern portion of site mostly grass -covered lawn with several mature trees and a gravel driveway leading from the house to New Town Road. Portions of the open area to the west and north of the house appear to have once been cultivated (i.e. old gardens). The northern portion of the site is densely wooded with a trail leading northward along the west side of the site. A small wet -weather drainage feature traversed the central portion of the site trending from northeast to southwest. Several medium-sized boulders were observed scattered along the ground surface in this area of the site. According to the topographic information provided to us, there is approximately 25 feet of relief across the site with the ground surface sloping downward from north-west to south-east. Please refer to Figure Al in Appendix A of this report for an aerial site photograph and Appendix C for site photographs. 2.3 Geologic Area Overview The project site is located within western Union County, North Carolina, and lies within the Charlotte Belt of the Piedmont Physiographic Province of North Carolina. Review of the Geologic Map of North Carolina, 1985 indicates that the predominant rock type in the area of the site is metavolcanic rock (CZv). .; 'r I'• i I •5`� f I' � , SITES'F� Thales Academy - Waxhaw, North Carolina Page 2 3 SUBSURFACE EXPLORATION 3.1 Field Testing 3.1.1 Soil Test Borings The subsurface conditions below the site were explored with a total of 13 soil test borings. This included five borings for the elementary school building (B-1 thru B-5), and eight borings for the remainder of the site (S-1 thru S-8). boring layout is illustrated in Figure A2 in Appendix A of this report. The borings for building were advanced to approximate depths ranging from 231/2 to 40 feet below the current ground surface, and borings for the remainder of the site were advanced to approximate depths ranging from 9 to 10 feet below the current ground surface, except for boring B- 6. Shallow auger refusal was encountered at boring B-6 (5 feet), and the boring was offset and redrilled twice, with auger refusal at 1 and 3 feet. The borings were performed with an ATV -mounted CME 550 using 21/4 -inch (ID) hollow -stem, continuous flight augers in general accordance with ASTM D6151. Sampling operations were conducted in general accordance with ASTM D1586. At predetermined intervals, soil samples were obtained with a split -barrel sampler (standard 2 -inch O.D.). The sampler was rested on the bottom of the borehole and driven to a penetration of 18 inches (or fraction thereof) with blows of a 140 -pound automatic drop hammer falling a distance of 30 inches. Of the 18 inches, the number of hammer blows required to achieve 6 inches of penetration is recorded for three consecutive segments. The sum of the blow counts for the second and third 6 -inch segment is termed the Standard Penetration Test (SPT) resistance, or N -value. The N -values presented on the Boring Logs and Boring Snapshot are the actual, field -recorded blow counts and do not include correction factors for hammer energy or overburden soil pressures. 3.2 Laboratory Services The soil samples obtained during the drilling operations were placed in labeled containers and transported to our laboratory where they were visually -manually classified in general accordance with ASTM D2488 and logged by Stewart's geotechnical engineering staff. The Boring Logs are included in Appendix B of this report. A total of 12 near -surface soil samples were selected for natural water (moisture) content measurements. The results of this testing are illustrated on the boring logs and summarized in a table in Appendix C of this report. The results of the laboratory testing are presented on the individual boring logs in Appendix B as well as the lab reports in Appendix C. All soil samples will be stored for two months before discarding. 3.3 Subsurface Conditions 3.3.1 Ground cover A thin veneer of surficial topsoil was encountered in all the borings. The topsoil ranges from approximately 2 to 7 inches at the locations tested; however, deeper pockets could be encountered in unexplored areas of the site, particularly the undeveloped wooded areas. Please note the term topsoil is used to describe the organic -laden surficial material as mentioned above. No organic or nutrient testing was performed for this exploration; therefore, the topsoil should not be assumed capable of establishing or maintaining vegetation of any kind. Thales Academy - Waxhaw, North Carolina Page 3 3.3.2 Residual Residual soils are the weathered remains of the parent rock. Residual soil was encountered directly beneath the topsoil layer in all borings and ranges in thickness from approximately 4 feet to 24 feet. The main residual soil types encountered at the site are very soft to hard Sandy SILT (ML) and dense to very dense Silty SAND (SM). Judging by our manual classifications, some of the onsite ML -soil may be lightweight (less than 95 pcf). Soft Lean CLAY (CL) and stiff Elastic SILT (MH) were also encountered in lesser amounts. Borings S-1 thru S-4 and S-7 were terminated in residuum at depths of 10 feet below the current grade. 3.3.3 Weathered Rock Weathered rock (WR) is a transitional geomaterial between the parent rock and soil. For engineering purposes, weathered rock is defined by SPT N -values of 50 bpf with 6 inches or less penetration. Weathered rock was encountered across the site at depths ranging from approximately 4 feet to 24 feet below the existing grade. The highest elevation at which weathered rock was encountered was in boring S-5 at approximately 6081/2 feet. The lowest elevation at which weathered rock was encountered was in boring B-3 at approximately 584 feet. The weathered rock was classified as metavolcanics, which was sampled as Silty fine SAND (SM) and Sandy SILT (ML). 3.3.4 Rock Rock is defined as material of sufficient hardness to refuse mechanical drilling equipment. Rock was encountered in boring S-6 and two offset redrills, at the depths ranging from approximately 1 to 5 feet below the current grade (—el. 606 to 610 ft). No rock samples were obtained. 3.3.5 Groundwater Groundwater measurements were attempted immediately after drilling at all boring locations. At that time, groundwater was encountered in boring B-4 and boring B-5, at depths of approximately 221/2 and 251/2 feet below current grade, respectively. Six borings (B-1, B-2, B-4, B-5, S-3 and S-8) were allowed to remain open overnight for stabilized groundwater measurements. After the stabilization period, boring S-3 caved in above the water table; however, groundwater was encountered in the other five borings at approximate depths ranging from 7 to 17 feet below current grade. These elevations correspond to a fairly uniform groundwater profile ranging in elevation from approximately 599 to 600 feet. The groundwater conditions represent the conditions at the time of the exploration. Fluctuations in groundwater levels are common and should be expected. Common factors that influence groundwater levels include, but are not limited to, soil stratification, climate/weather, nearby bodies of water (lakes, ponds, etc.), underground springs, streams, rivers and surface water discharge. Thales Academy - Waxhaw, North Carolina Page 4 4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS 4.1 Site Preparation 4.1.1 General Initially, all topsoil, root mat, vegetation, and any other unsatisfactory or deleterious materials should be removed from the proposed construction areas scheduled for site development for a lateral distance of at least 5 feet beyond the limits of new construction. After striping the site, the exposed subgrade should be densified with a large roller for all areas at or below finished subgrade. Additional compaction effort will be necessary in the areas of borings B-3 and S-4, where the borings indicated relatively softer near -surface soils. Soft soils were also encountered in boring B-1; however, based on the proposed FFE, we expect these soils to be removed (cut) during site grading and pad preparation. Undercutting of soft/loose and wet soils within the areas of the northern wet -weather drainage feature should be anticipated. This is particularly true of its lower elevations where water appears to pond frequently and causes soft ground conditions. Areas of the site to receive new fill or directly support new construction should be proofrolled with a tandem -axle dump truck weighing between 15 and 20 tons. Proofrolling should occur prior to fill placement or after reaching final grade in cut areas in the presence of Stewart so that recommendations can be provided for areas that rut, pump, or deflect excessively. Proofrolling should not be performed on frozen or excessively wet subgrades. Given their fine-grained nature, the surface soils are likely to become unstable in the presence of excess moisture (water) and construction traffic loading. Therefore proper site drainage should be maintained during earthwork operations. If not, the accumulation of water could result in construction delays. Common approaches to reduce wet weather delays include grading the area so that surface water flows away from the excavation, sealing exposed soil surface with a smooth -drum roller prior to precipitation events, and forming temporary ditches, swales, berms or other surface water diversion features. We also recommend limiting construction traffic during and after wet weather. 4.1.2 Septic System The current residence uses an onsite septic system. According to the house owner, the leach fields extend northwestward from the northwest corner of the house. During site grading, the septic tank and associated leach field should be removed and replaced with compacted structural fill. Soils adjacent to the leach fields that are found to be excessively wet or water -softened should also be removed and replaced. Thales Academy - Waxhaw, North Carolina Page 5 4.1.3 Difficult Excavations As previously discussed in Sections 3.3.3 and 3.3.4 of this report, the areas of borings B-4 and S-6 are underlain by shallow weathered rock and rock, particularly the area near boring S-6 which encountered weathered rock at 4 feet below current grade. Refer to the Boring Logs, Boring Snapshot, and the Boring Summary Table in Appendix B of this report for more detailed information regarding depths and elevations of weathered rock and rock. Weathered rock will make excavation difficult and significantly slow the grading operations. Typically, materials with SPT N -values of 50 blows per 4 inches to 50 blows per 6 inches of penetration are rippable using a CAT D9 dozer using ripper tooth. Denser material such as rock or weathered rock with SPT N -values of 50 blows per 3 inches or less penetration will likely require blasting and/or hammering to facilitate removal. When weathered rock is encountered in trenches, footings, or confined excavations, digging will require the use of large excavators (e.g. CAT 330) with rock teeth. Similar to mass grading, blasting or hammering to pre -loosen very hard/dense material will help facilitate its removal. 4.2 Fill Selection and Compaction Any material utilized as structural fill should not contain rocks greater than 3 inches in diameter or greater than 30% retained on the 3/4 -inch sieve. Structural fill should possess a Maximum Dry Density (MDD) of 95 pounds per cubic foot (pcf) or greater as determined by the Standard Proctor Compaction Test (ASTM D698). We recommend that the Plasticity Index (PI) for structural fill soil be less than 25 and the Liquid Limit (LL) less than 50, as determined by Atterberg Limit testing (ASTM D4318). The onsite sand (SM) and silt (ML) will meet these criteria. The water content of the onsite soils will vary depending on the time of year and recent weather conditions, particularly at shallow depths. Based on the laboratory moisture tests conducted as part of our evaluation, some drying will likely be necessary to achieve proper compaction. The water content of the structural fill should be maintained within f3% of the material's optimum water content as determined by the Standard Proctor Compaction Test (ASTM D698); however, slight deviation from this can sometimes be tolerated depending on the grading plan and type of material being placed. Such deviation should be considered by the engineer representing the owner's material testing firm. Regardless the contractor should be prepared to wet or dry fill materials as determined necessary at the time of construction. When using large, ride -on compactors, fill should be placed in loose lifts measuring 8 to 10 -inch thick. Lifts should be thinned to 4 to 6 inches when using smaller, Rammax-type compactors and no more than 4 inches for sled and jumping -jack tampers. Structural fill should be compacted to 95 percent of the soil's maximum dry density as determined by ASTM D698, except for the upper 12 inches of the finished subgrade, which should be compacted to 98 percent of the same standard. In the event that lightweight soils (i.e. less than 95 pcf) are encountered, they should be compacted to a minimum of 98% of the soil's maximum dry density as determined by ASTM D698. Thales Academy - Waxhaw, North Carolina Page 6 4.3 Foundations 4.3.1 Design Based on the structural loads discussed earlier in this report, the FFEs, and the site preparation recommendations provided in this report, we recommend the use of shallow, soil -supported, spread footings. In designing the foundations for the proposed elementary school building, we recommend the design parameters provided in the Table 1. Table 1: Spread Footing Design Parameters Parameter Value Net Allowable Bearing Capacity, psfl 3,000 Minimum Bearing Depth, in. 24 Minimum Wall Footing Width, in. 18 Minimum Column Footing Width, in. 36 Estimated Post -Construction Settlement, in. Total Differential 1 or less 1/2 or less Moist Soil Unit Weight, pcf 100 Passive Earth Pressure Coefficientz 2.66 Ultimate Friction Factor (tan b) 0.35 Notes: 1. Area near boring 8-3 must be densified before receiving structural fill as discussed in Section 4.1.1. 2. We recommend that a safety factor of at least 1.5 be used to determine the soil's allowable passive resistance and the soil's allowable friction. 4.3.2 Construction It is preferable for spread footing excavations to be performed using a bucket with a flat cutting edge (no teeth) to reduce disturbance of the exposed bearing soil. Regardless, footing bottoms should be tamped with a jumping -jack or sled compactor prior to the foundation inspection and placement of reinforcing steel. Footings should be clean of loose material and debris and protected from disturbance. This includes protection from surface water run-off and freezing. If water is allowed to accumulate within a footing excavation and soften the bearing soils, or if the bearing soils are allowed to freeze, the deficient soils should be removed from the excavation and rechecked by the Owner's testing agency prior to concrete placement. When concrete cannot be placed immediately, we recommend placing a mud -mat to protect the bearing soil. Foundation bearing soils should be checked by Stewart during construction to verify satisfactory bearing conditions (i.e. materials and strength). This typically involves using a 1/2 -inch diameter, T - handled probe rod for an overall qualitative assessment throughout the foundation excavations, followed by strategically -placed hand auger borings and Dynamic Cone Penetrometer (ASTM STP -399) testing for quantitative evaluation. DCP testing should be performed in accordance with and completed prior to stone, steel, or concrete placement. Unsuitable soil detected during this evaluation should be repaired as directed by Stewart. Thales Academy - Waxhaw, North Carolina Page 7 4.4 Slab -On -Grade 4.4.1 Design In designing the slabs -on -grade for the elementary school building, we recommend a minimum 4 -inch base layer of washed No. 57 stone to provide uniform support and to provide a capillary break. We also recommend the installation of a vapor barrier as a measure of protection against water vapor intrusion. Even when groundwater is relatively deep, omitting the vapor barrier could lead to water vapor transmission through the slab and cause damage flooring and/or cause elevated moisture levels within the structure. We recommend considering the use of a vapor barrier meeting ASTM E1745, which should be installed per the ACI guidelines (ACI 302.2R) and ASTM E1643. The design of the concrete slab -on -grade should be based on Westergaard's modulus of subgrade reaction (k). Based on the soil conditions encountered near the surface at the site, and the stone layer recommended above, we recommend using an effective value (kef) of 120 pci for slab design. However, if the floor slab will be heavily loaded or the design is otherwise sensitive to "k", we recommend performing plate load testing in accordance with ASTM D1196 to allow site-specific refinement of the design k -value. It is important to point out that cracking of concrete is normal and should be expected. Proper jointing of slabs is paramount in the control of cracking. The American Concrete Institute (ACI) recommends a maximum panel size (in feet) equal to approximately three times the thickness of the slab (in inches) in both directions. Controlling the water -cement ratio of the concrete, particularly after batching, and including fiber reinforcement in the mix can also help reduce shrinkage cracking. 4.4.2 Construction After the pad area is prepared as described in Section 4.1 of this report, it should be evaluated by Stewart to identify any remaining weak or excessively unstable areas that require further repair. This is typically accomplished by proofrolling with heavy, rubber -tired equipment such as a tandem -axle dump truck. In confined areas that cannot be proofrolled with a dump truck, use of smaller rubber tire equipment, probing, and/or DCP testing should be considered. 4.5 Seismic Design Considerations Per the 2012 N.C. State Building Code, the design of a structure must consider dynamic forces resulting from seismic events, regardless of their likelihood of occurrence. As part of a generalized procedure to estimate seismic forces, the code assigns a Seismic Site Classification (letter designation of Class A through F) based on the subgrade soil/rock conditions within the upper 100 feet of the ground surface at the subject site. Based on our review of the SPT N -values and planned FFEs, we recommend designing for a Seismic Site Class "C". The following bulleted items briefly discuss our qualitative assessments of the other seismic -related issues. Detailed quantitative analyses for these items were not included in our Scope of Work and are not considered necessary at this time given the development plans and the subsurface conditions encountered. Liquefaction Hazard - Risk level is low - The soils encountered were of sufficient fines content and/or density to render them not readily liquefiable during the design earthquake. Thales Academy - Waxhaw, North Carolina Page 8 • Slope Stability - Risk level is low - Based on the grading plan, neither tall nor overly steep cut/fill slopes are planned for construction. • Surface Rupture - Risk is low - No active faults underlie the site. 4.6 Pavement For this project, we have assumed that typical parking lot traffic will consist of support for 1,200 cars/light trucks per day. The heavy-duty entry road pavement is assumed to support the same 1,200 cars/light trucks per day plus an additional 5 delivery trucks per week and 1 garbage truck per week. We also anticipate that the heavy-duty pavement will also see occasional activity buses and random visits from heavy fire trucks (up to 80,000 Ib). Based on these traffic assumptions, the site soil conditions encountered in the borings, and the site preparation recommendations herein, we recommend the minimum pavement sections in Table 2. Table 2: Asphalt Pavement Sections Course General -Duty Heavy -Duty Thickness, in. Thickness, in. Surface (S9.5B) 2 3 Aggregate Base (ABC) 6 8 The flexible pavement design above is based on the standard 20 -year design life and the NCDOT/AASHTO design procedure. All materials and workmanship used during construction should conform to the North Carolina Department of Transportation Standard Specifications for Roads and Structures, current edition. The pavement recommendations herein are predicated by the assumption that the subgrade soils are suitable for pavement support and have been properly moisture conditioned and compacted to a uniform and stable condition. Any soft areas or yielding soil should be repaired as recommended by Stewart prior to placing the stone or asphalt. Experience has shown that most pavement failures are caused by localized soft spots in the subgrade or inadequate drainage. Proofrolling observed by an experienced engineer or technician will reduce the likelihood of weak spots in the subgrade. The pavement sections provided herein do not account for construction traffic (dump trucks, concrete trucks, Lulls, etc.), which is typically very heavy. If construction traffic is allowed to operate on paved surfaces, damage should be expected. Furthermore, areas that do not readily show pavement distress during the construction phase are likely fatigued beyond their intended state and will result in a shortened service life. Operating construction equipment on an early placement of base/intermediate course, and placing a final surface lift at the end of construction, is not an appropriate approach unless the pavement is designed accordingly. This common practice only masks the issue. In light of this, we recommend that paving operations be scheduled for the end of construction when heavy construction traffic will be less. Thales Academy - Waxhaw, North Carolina Page 9 tit ep '. �� •�' .#i• -i � � #+�' ..�. �: •- Af ArL - x_ - • tom-} J _' t: • Z � jr x r 5 J f ■ • IY '- ••- 4 N . h i• .;'� '•ai/ I -- -- -�+4t 1.� 5 ��+45. �i/ �� 5 � TTA�r hl� 0. doeL lu An WAO -y■'i`�'- .�,u .��Tz'Y'+7 �pf1' i � .w .�k � '� yyy �i !Y y��: t,'�, y .}'�:�� -. _ • .W �r.}r�+ r ,f_ h• 'yam - x �� 4 �,,,� • - �+ 5• �� mr, •4� rte' - �• � -� � _ T r _•� i/' r�'Rf� ti . ,fir. � ._. _. ■ ``�.r '� j Y ` e � - � l �� _ f. \ \ XX \ \ XX \ NORTH � X� \ \ J�<� X \ \ \ _ X \ � > x,< \ \ WATER QUALITY DETENTION \ \ \ o \ V S- \ PLAYGROUND / S-3 40i PROPOSED THALES ACADEMY B-� ELEMENTARY SCHOOL I B-5 ` B-4 -8 IN ote: All test locations are approximate (unless �hedrwl,: reported) and intended for illustration purposes only. 2017: All documents including computer files angs prepared by Stewart are instruments of professional service Lenle-time use. They a e subject "ws rema, 'hey are In emer nor a - and copyright and other property right la1h Project No: F17002.00 Figure No.: 17A BORING LOCATION DIAGRAM Scale: 1 IN -60 FT THALES ACADEMY WAXHAW,NC S T E WA RT Q A 2 Prepared By: CTT Date: MAR. 2017 IOL I°L0 P011E 1° FIRM 1-1-°.I a, __. NC 27610 �,a.�. n �m STEWART 630 625 620 615 610 Z� 605 C O 600 O W 595 590 585 580 575 570 BB=1 WOH B2 11 18 11 20 9 15 25 31 ....... 599.6'.; i• 50/0.3 34 ........... ........ 50/0. 50/0.4 _�� 50/0. BB=5 B-4 28 .......... B-3 43 31 7 50/0.3 27 19 50/0.3 73 36 50/0.3 ...... ........i 96 599.4. 79 50/0.3 50/0.4 4 77 50/0.1 "" ... 50/0.3 3 31 SZ SZ 50/0.158]6 50/0.4 ........... 50/0.5 it 593.6 BORING SNAPSHOT 630 The borings in this snapshot are arranged in alphabetical order and do not represent a profile or cross section of the subsurface conditions. LITHOLOGY GRAPHICS ®Topsoil / Organic ® Silt (ML) ® Weathered Rock Silty Sand (SM) ® Lean Clay (CL) Layer ® Elastic Silt (MH) ® Poorlyraded Graverave l vrith Siglt THALES ACADEMY - UNION COUNTY WAXHAW.NC 580 575 570 F1 S-2 8-1 — ........................................................... 625 15 17 23 55 .......................................... 620 S 5......... 22 — 21S=3 6;6 `.. 8_4 10 6 ;3 ... 15 .... ........... .......... ........... 615 27 11 3 31 S-6 62........ 43 S 7 ; ..... 610 36 6o9.]':.:.; 50/0.4 48 66.2 ....... 14 50/0.2 :.; 35 S=8 44 =5 6a6 5 12 ................ 606.1 50/0.0 Al2............ 58 ........::' ::...38 .... 605 65 67 ..................................... 60].5 169 5� a 56........ 600 598.8 50/0.4 ........................................................................................................................................... 595 590 585 The borings in this snapshot are arranged in alphabetical order and do not represent a profile or cross section of the subsurface conditions. LITHOLOGY GRAPHICS ®Topsoil / Organic ® Silt (ML) ® Weathered Rock Silty Sand (SM) ® Lean Clay (CL) Layer ® Elastic Silt (MH) ® Poorlyraded Graverave l vrith Siglt THALES ACADEMY - UNION COUNTY WAXHAW.NC 580 575 570 F1 STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: B-1 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/16/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 616 ft BORING DEPTH 24.4 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 23.1 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL 16.8 ft CAVE-IN 21.6 ft (24 HR) DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 PL WC LL Q Zw O 0-1 z W Q U m 2 u) Z W J 10 20 30 40� 0 80 90 ❑ FINES CONTENT %❑ () it ~ L a a z H O S Q LU MATERIAL DESCRIPTION w J W>- 0- _j 0 ? 0 H in m U Z 10 20 30 40 50 60 70 80 90 0.3 TOPSOIL RESIDUAL - VERY SOFT TO HARD, TAN AND BROWN, WET TO MOIST, 1 WOH .. .. .. .. .. SANDY SILTSS WOH 1 2.5 WOH WOH ..:...:...:...:.......:...:...:...: 3.53 SS 2 7 ....;.27.9 ..:...:...:...:...:...:... r. 5 17 ......:........:...................... 6 SS4 3 4 7 17 ....... :....... :....... :....... 26.1 ...;. .�....:...:.......:...:...:... 7.5 y 8.5 3 SS 4 .:...:...:...:...:...:...:...:...:... ML 4 4 10 5 9 .....:.............................. SAPROLITIC, WITH TRACE WEATHERED ROCK FRAGMENTS BELOW —12 ....................................... FEET 13.59 SS 5 13 :...:...:...:...:...:...:... 15 1 599.2 .................................... ....... :....... :........ :....... :........ 18.5 16 19.5 NSs 6 19.8 42 5uiu.3 uox• WEATHERED ROCK - METAVOLCANICS WR ........ :........ :........ :.......:........ 592.9 23.5 SS 42 ........ :........ :........ :........ :........ 24. 24. 7 50/0.4 0/0. ...:...:...:...:...:...:...:...:...:... BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: B-2 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/16/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 612 ft BORING DEPTH 23.8 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 23.2 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL 12.4 ft CAVE-IN 21.9 ft (24 HR) DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 Q ZW O w z PL WC LL 0 W Q U m 2 U) Z W J i 10 20 30 40�� 0 80 90 rl ~ > a a z H O Q El FINES CONTENT %❑ () LU MATERIAL DESCRIPTION w J W>- 0 0-_j 0 ? 0 I— V) m U Z 10 20 30 40 50 60 70 80 90 0.3 ITOPSOIL RESIDUAL - STIFF TO HARD, TAN AND GRAY, WET TO MOIST, SANDY SILT 1 SS 1 4 36.3 ; ...:...:. .. ... ...:...:...:...:.. . 11 18 : : 2.5 3.5 2 2 7 9 ..... 5 11 20 ......1 ...... :....... :....... :....... ML 6 q 6 3 9 15 7.5 A 8.5 SS 4 6 10 10 15 25 .........A .:...:.......:........:....... 12.0 DENSE, BROWN AND GRAY, MOIST, SAPROLITIC, SILTY SAND Z 599.6 13.5 14 _::::':: N SS 16 ............ ...:...:...:...:...:...:.. . SM 5 18 34....... 15 ...................... 17.0 P; cq1 WEATHERED ROCK - METAVOLCANICS 50/0.4 ................................. . 18.9® 6S 50/0.4 ................ ......... ......... :...:.. WR 23.8 r't,' 588.8 23.5 SS snin z ...:...;...:... ; ...:...;...:... ; ...:.. . BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: B-3 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/20/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 608 ft BORING DEPTH 24.4 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 24.4 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN HAD DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 PL WC LL 0 Q ZW O w z W Q U m 2 U) Z W J i 10 20 30 40�� 0 80 90 El FINES CONTENT %❑ () rl ~ > a a z H O Q LU MATERIAL DESCRIPTION w J W>- 0 0-_j 0 ? 0 I— to m U Z 10 20 30 40 50 60 70 80 90 0.7 TOPSOIL6n7 3 1 2 RESIDUAL - MEDIUM STIFF, TAN AND BROWN, MOIST, LEAN CLAY CL SS 1 2 ...:...:...:...:...:...: ...:...:... 5 3.0 2.5 3.5 • VERY STIFF TO HARD, TAN AND GRAY, MOIST, SANDY SILT $ :... SS 8 2 11 19 5 ......( ....... :....... :....... :....... ML g SS g 8 12 : ......:...:. . ...:...:....... 8.0 7.5 g 5 24 36 VERY DENSE, BROWN AND GRAY, MOIST, SAPROLITIC, SILTY SAND SS 26 ..... :... ...: . 4 N 46 50 96 . . SM 13.5N SS 5 15 34.:...:... 15 43 77 ...:..A ....... 17.0 HARD, BROWN AND GRAY, MOIST, SAPROLITIC, SANDY SILT 18.5N SS 6 6 16 1520 :...:...:...:...:...:...:... 16 ML 24.0 23.5 SS 24 7 49 50/0.4 0/0. 24.4 WR WEATHERED ROCK- METAVOLCANICS BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: B-4 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/16/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 610 ft BORING DEPTH 23.6 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL 22.5 ft CAVE-IN 23 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL 10.3 ft CAVE-IN 25.2 ft (24 HR) DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 Q ZW O w z PL WC LL 0 Q U m 2 U) Z W J i 10 20 30 40�� 0 80 90 rl W ~ > a a z H O Q El FINES CONTENT %❑ () LU MATERIAL DESCRIPTION w J W>- 0-_j 0 ? 0 I— V) m U Z 10 20 30 40 50 60 70 80 90 0.3 ITOPSOIL f 6097 RESIDUAL - HARD, TAN AND BROWN, MOIST, SANDY SILT 1 SS 13 18 . ML 2 5 1 25 43 ...:...:...:...:...:...:.... A 3.5 17 4.5 2S 38 I�,� WEATHERED ROCK - METAVOLCANICS q g 5010.3 �� • 6 3 3 33 41 7.3 50/0.3 50/0-3 ...:...:...:...:...:...:...:...: 8.5 4 4 34 40 50/0.3 50/0. 599.] 9.8 13.5 IS 40 WR 14.3 ® 5 50/0.3 ...:...:...:...:...:...:...:...: 50/0.3 18.5® SS 18.6 6 50/0.1 50/0.1 ....... :....... :........ :....... :....... . 59d� ....................................... 23.6 586 ,,, 23.Sr� SS 50/0.1 _ _ _ _ _ BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: B-5 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/16/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 613 ft BORING DEPTH 39.9 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL 25.4 ft CAVE-IN 37 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL 13.6 ft CAVE-IN 35.5 ft (24 HR) DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 PL WC LL Q Zw O 0-1 z W Q U m 2 u) Z W J 10 20 30 40� 0 80 90 El FINES CONTENT %❑ ( ) it ~ L w a a z H O S Q LUQ 0 2 MATERIAL DESCRIPTION J w >- 0- _j 0 ? W 0 I— in CO U Z 10 20 30 40 50 60 70 80 90 0.2 TOPSOIL 1 SS 22.7: . RESIDUAL - VERY STIFF TO HARD, TAN AND GRAY, MOIST, SANDY SILT 1 2.5 1$ 17 28 ........• ...... ........ ................ L ML 3.5 13 .................................. ''189 ....... ...:....:...r... ........ 2 5 2 18 31 ...;...0...: ..: ................. :........ 6 g 11 8.0 3 7.5 8.512 16 27 •; VERY DENSE, BROWN AND GRAY, MOIST, SAPROLITIC, SILTY SAND SS 4 23........... 73 10 50 ..;�,.:...:... SM :....:'. 13.5 .. ... 599.4 SS 31 . ....... ...... 43 17.0 .............. .............. .... WEATHERED ROCK - METAVOLCANICS ® 6S 50/0.4 ....................................... 18.9 50/0.4 ....................................... 23.5 SS 50/0.3 ...:.............:.................;...•. ... 23.8 7 50/0.3 ...:....:....:... .........:........ ....... 58].6 WR 285® 3S 50/0.5 50/0.5 33.5[D 9S 50/0.5 50/0.5 576 38.5SS 19 ...:....:....:... :...:....:................. 39.9 39. 10 5031 /0.4 50/0 . BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: S-1 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/20/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 624 ft BORING DEPTH 10 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 8.7 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 PL WC LL 0 Q ZW O w z W Q U m 2 u) Z W J i 10 20 30 40�� 0 80 90 El FINES CONTENT %❑ () rl ~ > a a z H O Q LU MATERIAL DESCRIPTION w J W>- 0-_j 0 ? 0 I— to m U Z 10 20 30 40 50 60 70 80 90 0.5 TOPSOIL6235 RESIDUAL - STIFF TO VERY STIFF, TAN AND BROWN, MOIST, SANDY SILT 1 SS 5 1 9 17 �....:... ...:.......:...:...:... 2.5 ♦: SAPROLITIC, WITH TRACE WEATHERED ROCK FRAGMENTS BELOW -'3 3.5 FEET SS 17............:.. .:...:... 2 6 :15.8 17 23 �. ML 5 ...: �.:... ...............:........ g8 3 3 9 ...:...y ..:...:...:...:...:...: 7.5 12 21 61�n.3 8.5 S 7 ...:...:...:...:...:...:...:...:...:... 10.0 4 8 15 BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: S-2 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/20/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 625 ft BORING DEPTH 10 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 8.3 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 Q ZW O w z PL WC LL 0 W Q U m 2 u) Z W J i 10 20 30 40�� 0 80 90 rl Q � w a a z H O Q El FINES CONTENT %❑ ( ) LU MATERIAL DESCRIPTION J W >- 0 0- _j 0 ? W 0 I— in CO U Z 10 20 30 40 50 60 70 80 90 0.4 TOPSOIL RESIDUAL - STIFF TO HARD, TAN AND BROWN, MOIST, SANDY SILT 1 SS 6 151 9 15 2.5 ♦ : SAPROLITIC, WITH TRACE WEATHERED ROCK FRAGMENTS BELOW --3 3.5 FEET SS 11 ..:....... .................... ... 2 21 34 55 10.s : ML 5 ...�......:... ...: �....:... ...:... g SS 3 9 11 7.5 22 616.] 8.5� ...:...:...:...:...:...:...:...:...:... �S ................ ............... ........ 10.0 a��n 8 15 BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: S-3 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/16/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 616 ft BORING DEPTH 10 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 8.1 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL DRY CAVE-IN 8 ft (24 HR) DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 Q ZW O w z PL WC LL 0 W Q U m 2 U) Z W J i 10 20 30 40�� 0 80 90 rl ~ > a a z H O Q El FINES CONTENT %❑ () LU MATERIAL DESCRIPTION w J W>- 0 0-_j 0 ? 0 I— V) m U Z 10 20 30 40 50 60 70 80 90 0.3 ITOPSOIL f 6157 RESIDUAL - STIFF TO HARD, TAN AND BROWN, MOIST, SAPROLITIC, 1 s . SANDY SILT SS 12 s 1 15 27 .. �......... ...:.......:...:...:... 2.5 ♦: 3.5 12 ML ZS 13 18 37 5 ............................ 6 g 3 16 16 ............ ............ 8.0 7.5 20 36 A DENSE, TAN AND BROWN, MOIST, SAPROLITIC, SILTY SAND 85 SM 10.0 ana n 4 18 26 q4 BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Slow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: S-4 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/20/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 615 ft BORING DEPTH 10 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 8.5 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 PL WC LL 0 Q ZW O w z W Q U m 2 u) Z W J i 10 20 30 40�� 0 80 90 El FINES CONTENT %❑ () rl ~ > a a z H O Q LU MATERIAL DESCRIPTION w J W>- 0-_j 0 ? 0 I— to m U Z 10 20 30 40 50 60 70 80 90 0.5 TOPSOIL6145 SOFT TO HARD, TAN, GRAY AND BROWN, WET TO MOIST, SAPROLITIC, 1 WOH SANDY SILTSS z2.7 : 1 2 3 ...:. .....:...........:...:...:... 2.5 3.5 2 2 25 30 ...................... ML 5 32 62 ...:......:... ...:...♦ .:... ...:... 6 3 g 2 6 .. ...:.. ........ ...... .:...:...: 7.5 $ 14 Eos 8.5� ...:.... — SS 10.0 ani n 4S 5 7 12 BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Slow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: S-5 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/20/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 618 ft BORING DEPTH 9.9 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 8.3 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN HAD DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 Q ZW O w z PL WC LL 0 W Q U m 2 U) Z W J i 10 20 30 40�� 0 80 90 rl � a a z H O Q El FINES CONTENT %❑ () LU MATERIAL DESCRIPTION w J W>- 0 0-_j 0 ? 0 I— to m U Z 10 20 30 40 50 60 70 80 90 0.4 TOPSOIL r 6176 MH RESIDUAL - STIFF, BROWN, MOIST, ELASTIC SILT 1 SS 1 3 .. .. .. .. ; zs.s ..........�...: ...:...:...: 7 10 :... 3.0 2.5 STIFF, TAN, GRAY AND BROWN, MOIST, SAPROLITIC, SANDY SILT 3.5 6 ML 2 5 ... 6 11 5.55 ...j ......:... ...:...:...:...:...:... DENSE, TAN AND BROWN, MOIST, SAPROLITIC, SILTY SAND 6 SS 9 19 SM .::.: 7.5 g 24 43 ...:...:...:...: ..:...:.... ♦ .. 609.] n n 8.5 12 9.5 ..._ SS 4 36 . :. WEATHERED ROCK - METAVOLCANICS BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: S-6 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/20/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 611 ft BORING DEPTH 5 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 4.9 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 PL WC LL 0 Q ZW O w z W Q U m 2 u) Z W J i 10 20 30 40�� 0 80 90 El FINES CONTENT %❑ ( ) rl ~ Q > w a a z H O Q LU 0 MATERIAL DESCRIPTION J W >- 0 0- _j 0 ? W 0 I— in m U Z 10 20 30 40 50 60 70 80 90 0.2 TOPSOIL RESIDUAL - HARD, TAN AND BROWN, MOIST, SAPROLITIC, SANDY SILT 1 4 SS 8 ML 1 40 48 .. . . 2.5 , 4.0 3.5® SS 28 5.0 WR WEATHERED ROCK- METAVOLCANICS 4.2 2 5010.2 50/0.2 AUGER REFUSAL 606.1 5 3S 50/0.0 0/0. NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. OFFSET AND REDRILLED TWICE, WITH AUGER REFUSAL AT 1 AND 3 FEET. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: S-7 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/20/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 610 ft BORING DEPTH 10 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 8.5 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 Q ZW O w z PL WC LL 0 W Q U m 2 u) Z W J i 10 20 30 40�0 80 90 rl ~ Q L LU a a z H O 0 Q ElFINES CONTENT %❑ () LU MATERIAL DESCRIPTION J W>- 0 0- 0 ? W 0 I— in CO U Z 10 20 30 40 50 60 70 80 90 0.5 TOPSOIL SM ::. RESIDUAL - DENSE, TAN AND GRAY, MOIST, SAPROLITIC, SILTY SAND 1 SS 1 6 13 ...:...:...:. ...:...:. 22 35 3.0 2.5 A RESIDUAL - HARD, TAN AND BROWN, MOIST, SAPROLITIC, SANDY SILT 3.5 17 SS 2 2 27 ... .:.. .:.. ..:... 31 58 5 ....... :....... :......�...:...:....... 6 21 ML 31 3 3 34 65 ...:...:...:...:...:...:. ...: 7.5 A sys 8.5� 4S 22 ......... 10.0 ann n 4$ 69 BORING TERMINATED NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. STEWART PROJECT THALES ACADEMY- UNION COUNTY LOCATION WAXHAW. NC BORING LOG: S-8 PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 DATE DRILLED 2/16/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 607 ft BORING DEPTH 8.9 ft DRILLING CONTRACTOR HPC LAND SERVICES TIME OF DRILLING: WL DRY CAVE-IN 8.2 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL 7.1 ft CAVE-IN 7.7 ft (24 HR) DRILL RIG CME 550 HAMMER TYPE AUTO W SAMPLE A SPT N -VALUE (BPF) A CL LU CL 10 20 30 40 50 60 70 80 90 Q ZW O w z PL WC LL 0 W Q U m 2 U) Z W J i 10 20 30 40�� 0 80 90 rl ~ > a a z H O Q El FINES CONTENT %❑ () LU MATERIAL DESCRIPTION w J W>- 0 0-_j 0 ? 0 I— V) m U Z 10 20 30 40 50 60 70 80 90 0.3 TOPSOIL RESIDUAL - DENSE TO VERY DENSE, TAN AND GRAY, MOIST, SAPROLITIC, 1 10 SILTY SANDSS 21 1 17 38 2.5 SM 3.5 SS 2 2 2 36 5.5 601.5 1 67 VERY DENSE, GRAY AND TAN, SATURATED, COARSE GRAVEL WITH SILT 6 ....... :....... :....... :....... GP ° - SS 18 GM25 599.9 3 31 56 .............................. 8.0 7 5 � ; 8.9 WR WEATHERED ROCK - METAVOLCANICS 8.5 SS BORING TERMINATED 50/0.4 NOTE(S): GSE INTERPOLATED FROM PROVIDED TOPOGRAPHIC SURVEY. Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. Note: Blank cells indicate not encountered or not measured/recorded. Refer to the individual boring log and report for additional details BORING SUMMARY TABLE PAGE 1 OF 1 STEWART PROJECT THALES ACADEMY - UNION COUNTY CLIENT THALES ACADEMY LOCATION WAXHAW, NC PROJECT NO. F17002.00 Ground Boring Time of Drilling GW After Drilling GW Weathered Rock Auger Refusal Borehole I D Surface EI. Depth Depth EI. Depth EI. Depth EI. Depth EI. (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) B-1 616 24.4 DRY 16.8 599.2 19.5 596.5 24 HR B-2 612 23.8 DRY 12.4 599.6 17 595 24 HR B-3 608 24.4 DRY FIAD 24 584 B-4 610 23.6 22.5 587.5 10.3 599.7 4.5 605.5 24 HR B-5 613 39.9 25.4 587.6 13.6 599.4 17 596 24 HR S-1 624 10 DRY FIAD S-2 625 10 DRY FIAD S-3 616 10 DRY DRY 24 HR S-4 615 10 DRY FIAD S-5 618 9.9 DRY FIAD 9.5 608.5 S-6 611 5 DRY FIAD 4 607 5 606 S-7 610 10 DRY FIAD S-8 607 8.9 DRY 7.1 599.9 8 599 24 HR Note: Blank cells indicate not encountered or not measured/recorded. Refer to the individual boring log and report for additional details UNIFIED SOIL CLASSIFICATION (ASTM D-2487) MATERIAL CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP SOIL GROUP NAMES & LEGEND TYPES WET - REQUIRES DRYING TO REACH OPTIMUM LL - LIQUID LIMIT SYMBO MC - MOISTURE CONTENT TRACE- < 5% GRAVELS CLEAN GRAVELS Cu>4 AND 1<Cc<3 GW WELL -GRADED GRAVEL • �'• •� J>50 /o ° OF COARSE <5% FINES Cu>4AND1>Cc>3 GP POORLY -GRADED GRAVEL ° o oQ o z FRACTION RETAINED > 50 VERY STIFF 16- 30 2.1 - 4.0 WOR - WEIGHT OF RODS V WATER LEVEL AFTER DRILLING FIAD - FILLED IMMEDIATELY AFTER DRILLING (EG. 12 HR, 24 HR, EOD, ETC.) a Q 0 > ON NO 4. SIEVE GRAVELS WITH FINES FINES CLASSIFY AS ML OR CL GM SILTY GRAVEL Lu Z N >12% FINES FINES CLASSIFY AS CL OR CH GC CLAYEY GRAVEL �0 LU o SANDS CLEAN SANDS Cu>6AND 1<Cc<3 SW WELL -GRADED SAND Ln0LU z <5% FINES Cu>6AND 1>Cc>3 SP POORLY -GRADED SAND Q n >50% OF COARSE OU FRACTION PASSES FINES CLASSIFY AS ML OR CL SM SILTY SAND ON NO 4. SIEVE SANDS AND FINES >12% FINES FINES CLASSIFY AS CL OR CH SC CLAYEY SAND SILTS AND CLAYS PI>7 AND PLOTS>"A" LINE CL LOW PLASTICITY (LEAN) CLA U -)INORGANIC U)w> LIQUID LIMIT<50 PI>4 AND PLOTS<"A" LINE ML LOW PLASTICITY SILT U)w LUa o ORGANIC LL (oven dried)/LL (not dried)<0.75 OL ORGANIC CLAY OR SILT o oN SILTS AND CLAYS PI PLOTS >"A" LINE CH HIGH PLASTICITY (FAT) CLA Ln 0 INORGANIC LL A z LIQUID LIMIT>50 PI PLOTS <"A" LINE MH HIGH ELASTICITY SILT u ORGANIC LL (oven dried)/LL (not dried)<0.75 OH ORGANIC CLAY OR SILT HIGHLY ORGANIC SOILS PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR PT PEAT MATERIAL TYPES ENCOUNTERED ONSITE SAMPLE TYPES ® Lean Clay (CL) USCS Poorly -graded ® Split Spoon ° Gravel with Silt ® Elastic Silt (MH) F7 Silt (ML) EmSilty Sand (SM) l l l l l Topsoil I Organic Layer ® Weathered Rock ADDITIONAL ABBREVIATIONS, TERMS, & SYMBOLS SPT - STANDARD PENETRATION TEST DRY - REQUIRES WETTING TO REACH OPTIMU PLASTICITY CHART 80 70 60 x 50 z CL 40 V N 30 � g OH & MH a 20 P 10 ML OL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 LIQUID LIMIT (%) PEW I TEWART BPF - BLOWS PER FOOT MOIST - AT OR NEAR OPTIMUM PL - PLASTIC LIMIT WET - REQUIRES DRYING TO REACH OPTIMUM LL - LIQUID LIMIT SAT - SATURATED, NEARLY LIQUID MC - MOISTURE CONTENT TRACE- < 5% SS - SPLIT SPOON FEW - 5 - 109/b AP - AUGER PROBE LITTLE - 15 - 259/b WL - WATER LEVEL SOME - 30 - 459/b USCS - UNIFIED SOIL CLASSIFICATION SYSTEM � 7 WATER LEVEL AT TIME OF DRILLING �L WOH - WEIGHT OF HAMMER VERY DENSE > 50 VERY STIFF 16- 30 2.1 - 4.0 WOR - WEIGHT OF RODS V WATER LEVEL AFTER DRILLING FIAD - FILLED IMMEDIATELY AFTER DRILLING (EG. 12 HR, 24 HR, EOD, ETC.) »nn CAVE-IN LEVEL EOD - END OF DAY (AT LAST WL READING) * NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D. (1-3/8 INCH I.D.) SPLIT -BARREL SAMPLER THE LAST 12 INCHES OF AN 18 -INCH DRIVE (ASTM -1586 STANDARD PENETRATION TEST). LEGEND TO SOIL DESCRIPTIONS PENETRATION RESISTANCE (RECOR ED AS BLOWS PER 6IN.) SAND & GRAVEL SILT & CLAY UNDRAINED SHEAR RELATIVE DENSITY BLOWS/FOOT' CONSISTENCY BLOWS/FOOT* STRENGTH (KSF) VERY LOOSE < 4 VERY SOFT < 3 0- 0.25 LOOSE 4 - 9 SOFT 3 - 4 0.26-0.50 MEDIUM DENSE 10- 30 MEDIUM STIFF (FIRM) 5 - 8 0.51 - 1.0 DENSE 31-50 STIFF 9-15 1.1 - 2.0 VERY DENSE > 50 VERY STIFF 16- 30 2.1 - 4.0 HARD >30 > 4.0 * NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D. (1-3/8 INCH I.D.) SPLIT -BARREL SAMPLER THE LAST 12 INCHES OF AN 18 -INCH DRIVE (ASTM -1586 STANDARD PENETRATION TEST). LEGEND TO SOIL DESCRIPTIONS n� STEWART PROJECT THALES ACADEMY - UNION COUNTY LOCATION WAXHAW, NC SUMMARY OF LABORATORY RESULTS PAGE 1 OF 1 CLIENT THALES ACADEMY PROJECT NO. F17002.00 Borehole Depth Liquid Limit Plastic Limit Plasticity Index Maximum Size (mm) o 0 Sieve Sieve Water Class- ification Content N Max. Dry Density (pcf) Opt. Water Content N Void Ratio B-1 4.5 27.9 B-1 7.0 26.1 B-2 2.0 30.3 B-5 2.0 22.7 B-5 4.5 18.9 S-1 2.0 14.1 S-1 4.5 15.8 S-2 2.0 15.8 S-2 4.5 10.8 S-3 2.0 11.6 S-4 2.0 22.7 S-5 2.0 26.8 f IS i 14 + ' qr il"x` ic- ti 1770} sw • ` . � _ K f f IS i 14 + ' qr il"x` ic- ti 1770} *Owl or Fiv +.. ' J J •fit A Y'' � aT � �'• .,�. � �` do 4k di } ; Tam+. 14 Aor • y �' 't it � '� J � � ti R y � •� -�� Iytw r —6—