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HomeMy WebLinkAboutWPO201600083 Calculations WPO VSMP 2017-05-08 (2)GEOTEC:HNICALtVA.L,UATION i ..,- is,*..*... ... Better rirliGA N Es GRO P ARCH IT ECIS SOS OM WS PREPARED FOR: Raymond E. Gaines, AIA, FCSI, CCS The Gaines Group, PLC January 20, 2017 T• Nahe A h f, C,. 1 .6©p 3.. Draper A.den Associates Etngitreci•i0111n • Strt'svc ing • Etnviroilrnenttcri Servic o rr DAA Project Number: 16020363-010202 3" PARTY REVIEW This Report has been subjected to technical and quality reviews by: int v),LTH c' T.Or T.J011 ;TON 5 Lie.No.0 3623 imam sIONAL 04 MN 1/20/2017 Name: Paul T. Johnston, P.E.Signature Date Project Engineer Am 31 '" QIP MS 1/20/2017 Name: Jessica L. Ewal ,P.E., LEED AP Signature Date Technical Reviewer gm i MO 1/20/2017 Name: Kellen Johnson, P.E. Signature Date Quality Reviewer in so 170120 -Berkmar Better Living Geotechnical Report TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY 1 2.0 AUTHORIZATION 2 3.0 OBJECTIVE AND SCOPE OF SERVICES 3 4.0 SUBSURFACE EXPLORATION 4 4.1 General Site Description 4 4.2 Exploration Program 4 5.0 SUBSURFACE CONDITIONS 7 5.1 Regional Geology 7 5.2 Local Geology 7 5,3 Encountered Soil Conditions 7 5.3.1 General 7 5.3.2 Subsurface Soils 8 5.4 Anomalous Conditions 9 5.5 Subsurface Water 10 in 6.0 LABORATORY TEST RESULTS 11 7.0 DESIGN RECOMMENDATIONS 12 7.1 General 12 7.2 Structure Characteristics 12 7.3 Site Characteristics and Fill Material 13 n. 7.4 Shallow Foundations 14 7.5 Slabs-on-Grade 14 7.6 Soil Permeability 15 7.7 Seismic Considerations 16 7.8 Pavement 16 7.9 Lateral Earth Pressures 17 8.0 CONSTRUCTION CONSIDERATIONS 19 8.1 Demolition of Existing Utilities 19 8.2 Site Preparation 19 8.3 Foundation Construction 20 8.4 Reuse of Onsite Soils 20 _ 8.5 Fill Material 20 8.6 Slope Stability for Excavations 21 8.7 Field Observation 22 9.0 LIMITATIONS 23 C:\Users\pjohnston\Desktop\REPORTS\170120-Berkmar Better Living Geotechnical Report.DOCX 1 TABLES Table 1: Summary of PWR and Refusal 9 Table 2: , Summary of Index Laboratory Results 11 Table 3: Summary of Proctor and CBR Laboratory Results 11 Table 4: Projected Site Infiltration Rate(s)16 Table 5: Pavement Section for Parking Stalls 16 Table 6: Pavement Section for Drive Lane 17 Table 7: Lateral Earth Pressure Parameters 18 Table 8: Fill Material Requirements 21 PHOTOGRAPHS Photo 1: Approximate Project Boundary(Adapted from Google) 4 r APPENDICES Section I Boring Location Plan Section II Key to Boring Logs Boring Logs BH-01 through BH-15 Auger Probe Logs AP-01 through AP-03 Hand Auger Log HA-01 Section III In-Situ Infiltration Test Results Section IV Laboratory Test Results Section V Geotechnical Test Methods C:\Users\pjohnston\Desktop\REPORTS\170120-Berkmar Better Living Geotechnical Report.DOCX 11 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 lie 1.0 EXECUTIVE SUMMARY 1.0 The proposed Better Living Facility is to be constructed along Berkmar Drive in Albemarle County, Virginia. The facility will consist of several buildings, sheds and associated parking lots. The facility will also have an underground stormwater retention and infiltration tank system with an invert of about El. 497. General site grading will require about 15 feet of cut and about 20 feet of fill; several retaining walls are planned along the north and east limits of the site. The site consists of residual soils and the typical profile has several feet of high plasticity silts MH)at the surface overlying coarse-grained(SM)soils and partially weathered. The upper,high- plasticity soils are not recommended for re-use as structural fill,but the underlying coarse-grained soils are suitable for re-use as structural fill. Auger refusal was generally encountered at depths that will not affect the proposed construction; however, shallow refusal was encountered at the north end of the proposed location for the underground stormwater detention system.This shallow refusal is likely due to cobbles and/or boulders but cannot be confirmed unless test pits are as performed or during construction. Infiltration testing performed in accordance to VA DEQ specifications resulted in an average infiltration rate of 0.9 inches/hour, within the design guidelines of 0.5 to 4 inches/hour. Groundwater was only encountered in one boring at a depth well below proposed subgrades, therefore groundwater control is not expected to be required. Anticipated maximum wall and column loads for the structures are 8 kips per linear foot and 220 kips, respectively. Based on the proposed structures, anticipated loads, and site conditions, it is our opinion that the proposed buildings can be supported by shallow foundation systems. We recommend that foundations bearing on approved, in-situ soils be designed based on a maximum net allowable bearing pressure of 3,000 pounds per square foot, and that foundations bearing on approved structural fill be designed based on a maximum net allowable bearing pressure of 2,500 pounds per square foot. This executive summary provides a general overview of the report and any party that relies on this report must read it in full. ea Page 1 of 23 rr Subsurface Exploration and Geotechnical Evaluation aim Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 2.0 AUTHORIZATION r Draper Aden Associates is pleased to present our report of the geotechnical study completed for the proposed Better Living Facility to be located on Berkmar Drive in Albemarle County,Virginia. This geotechnical study was completed in general accordance with Draper Aden Associates' letter proposal dated November 21, 2016 and the Scope Change Authorization letter dated January 9, 2017. mis MIMI eta Page 12 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 3.0 OBJECTIVE AND SCOPE OF SERVICES It is our understanding that the proposed Better Living Facility includes construction of several buildings, sheds, parking lots, stormwater structures and retaining walls. tin The objective of this study was to generally characterize subsurface conditions in order to provide information and develop geotechnical engineering recommendations related to the subsurface conditions, groundwater conditions, floor slab design, pavement design, foundation design, infiltration design, earthwork and construction considerations related to the proposed facility. Our scope of services included: ANII A subsurface exploration consisting of fifteen (15) exploratory soil borings, with Standard Penetration Testing(SPT),advanced to depths of 10 to 40 feet below existing grade, seven (7) auger probe borings advanced to depths of 6.5 to 25 feet and one (1) hand auger advanced to a depth of four feet. In-situ constant-head infiltration tests performed at four locations to depths of 4 to 26 feet. Laboratory testing of representative split-spoon and bulk samples in order to develop pertinent data related to the on-site soils to support our design recommendations. Preparation of this geotechnical engineering report, which summarizes our exploration program, laboratory testing, and geotechnical recommendations. 01. Page I 3 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 4.0 SUBSURFACE EXPLORATION 4.1 General Site Description The project site is located southwest of the existing Better Living Building Supply lot. The site is currently wooded, with elevations ranging from elevation 480 to 527 feet from the east to the northwest corner. There is an existing gravel road running through the site as well as two brick structures. ffi 4 1..,„ i' 4 f? ridam'? 4 e V1/44 4:4 r ff o f s1 246. Photo 1: Approximate Project Boundary(Adapted from Google) 4.2 Exploration Program Draper Aden Associates performed the subsurface exploration on January 6 through January 11, op 2017. The approximate locations of the fifteen soil borings with SPT, seven auger probes,and one hand auger are indicated on the Boring Location Plan included in Section I of the Appendices. Drilling operations were provided subcontracted to Houff Drilling, Inc., and Appendix Section II Page 14 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 contains logs of the borings prepared by a Draper Aden Associates' field representative. Boring locations were surveyed by Roger W. Ray& Assoc., Inc., and the elevations included on the logs were interpolated from the available site topographic information. Boring elevations should be considered accurate only to the degree implied by the method used. M. During advancement of the 15 soil borings with an ATV-mounted drill rig, utilizing 21/4-inch hollow-stem augers, the subsurface soils were continuously sampled for the first 10 feet and at intervals of 5 feet thereafter. Split spoon samples were taken by driving a 1%-inch-I.D. split spoon sampler in accordance with ASTM D1586-11. The sampler was first seated 6 inches to penetrate loose cuttings and then driven an additional 18 inches with a 140-pound hammer free falling 30 inches. The number of hammer blows required to drive the sampler the middle 12 inches was designated as the standard penetration resistance or N-value. The N-value provides an indication of the relative density of the subsurface soil, and it is used in empirical geotechnical correlations to estimate the approximate shear strength properties of the soils. An automatic hammer was utilized for this exploration program; automatic hammers produce approximately 30% more energy than traditional safety hammers. The blows have not been corrected for the increased energy on the logs but have been considered for analysis. till It is not always practical to drive the split spoon sampler the full 24 inches. During a subsurface exploration whenever more than 50 blows are required to drive the sampler 6 inches,the condition is called spoon refusal (SR). Split spoon refusal conditions will occur when the material being tested has very dense or hard soil strength or if an obstruction is encountered. The blow count recorded at spoon refusal conditions indicates the depth of sampler penetration over the 6 inch increment, i.e. 50/4 or 50 blows over 4 inches. The N-value for split spoon refusal conditions is typically estimated as greater than 100 blows per foot(bpf) for this condition. The Draper Aden Associates representative noted cave-in and groundwater depth measurements on the log notes, when applicable, at each soil boring. The soil test borings were backfilled with excavated spoil prior to departure from the site. No long-term groundwater measurements were taken as a part of this study. Page 5 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 Seven auger probe borings were advanced within the vicinity of the proposed underground stormwater infiltration system to depths of 6.5 to 25 feet below existing grade. The subsurface soils were visually classified in the field from the auger cuttings. Auger Probe AP-01 was offset several times due to shallow refusal. The additional auger probe locations and logs are provided in the appendices and were considered in our analysis. The hydraulic conductivity of the soil was measured at four locations within the proposed underground stormwater infiltration tanks utilizing constant-head saturated hydraulic conductivityMN Ksats)borehole permeameters.An Amoozemeter was used at one location onsite at a shallow depth about 4 feet) and a Johnson Permeameter was used at three additional locations at greater depths about 25 to 26 feet) by Geo-Solutions. An Amoozemeter is composed of a set of four constant- head tubes, a 5-liter reservoir, a flow-measuring reservoir, a water-dissipating unit, and a base, housing a three-way valve that connects the two reservoirs and the water-dissipating unit together. The Amoozemeter uses the constant head tubes to keep a constant head in the borehole and then the water drop from the reservoirs is measured over time in order to assess the soil's hydraulic conductivity. The Johnson Permeameter operates similar to the Amoozemeter but the main apparatus is placed in the bottom of the borehole, which is connected to a calibrated reservoir graduated cylinder) on the ground surface by way of a hose. Water is added to the calibrated reservoir and allowed to flow freely into the borehole until an equilibrium level is reached in the borehole and inside the soil permeameter. A filtered vent system,backflow check valve, and seals restrict entry of soil particles and debris. ism Page I 6 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:160203 63-010202 5.0 SUBSURFACE CONDITIONS 5.1 Regional Geology The project site is located within the Piedmont Physiographic province of Virginia. It is bounded to the east by the Fall Zone and the Coastal Plain and to the west by the Blue Ridge Physiographic province.To the east the Piedmont is distinguished by rolling hills,deeply weathered bedrock,and a lack of solid rock outcrops. Near the Blue Ridge province, the topography becomes steeper and difficult to access due to localized resistant formations. iss A range of igneous and metamorphic rocks make up the bedrock of the Piedmont province. Most of these rocks range in age from the Proterozoic (greater than 570 million years [M.Y.]) to the Paleozoic (240 to 570 M.Y.). Triassic-aged (205 to 240 M.Y.) sedimentary rocks are present in a number of grabens that formed during the early stages of rifting associated with the opening of the Atlantic Ocean. Rivers carrying sand, silt, and mud flowed into these grabens burying swamps and marshes that later produced small coal formations. These basins are referred to as the Mesozoic Basins. 5.2 Local Geology According to the Geologic Map of Virginia (1993)1, the project site is underlain by a graphitic phyllite and metasiltstone that consist of black graphite-and pyrite-bearing phyllite and slate,with thin interbeds of sericite phyllite, metasiltstone and quartzite. 5.3 Encountered Soil Conditions 5.3.1 General Section II of the Appendices contains the boring logs that represent the subsurface conditions encountered at the time of exploration. Soil strata inferences,discussed below and indicated on the boring logs, represent an estimate of the subsurface conditions based on visual classifications of WB soils and laboratory classification test results. Note that the transitions between soil strata are 1 Rader,E.K.,and Evans,N.H.,editors, 1993,Geologic Map of Virginia:Virginia Division of Mineral s. Resources. Page 17 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 generally less distinct than shown on the boring logs and are interpolated between the boring locations. For specific subsurface soil information,refer to the boring logs. 5.3.2 Subsurface Soils Draper Aden Associates observed a depth of approximately 1 to 2 inches of topsoil at our field explorations. The following descriptions generally describe the subsurface conditions encountered at our exploration locations: Stratum S1 was encountered below the topsoil in all of the borings and consisted of fine-grained residual soils, formed by weathering of the parent rock, that were visually classified as Elasticami SILT(MH)with varying amounts of sand, gravel sized rock fragments and mica. The Stratum S1 material extended to depths ranging from 2 to 7 feet below existing grade. The S1 material was generally observed to be red-brown to brown in color, damp, and exhibited N-values ranging from 7 to 49 blows per foot(bpf)below two feet deep. Stratum S2 was encountered below and the fine grained soils of Stratum S1 and consisted of coarse-grained residual soils including Partially Weathered Rock (PWR). PWR is a transitional material between soil and rock, with very hard to dense relative densities. Table 1 below shows the depths and elevations that PWR was encountered. The S2 material was generally observed to be red-brown to brown in color, micaceous, damp, and exhibited N-values ranged from 10 to greater than 50 bpf. di. Refusal: Auger refusal conditions were encountered at depths and elevations noted in the table below: did Mil OM Page I 8 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 Table 1: Summary of PWR and Refusal so Surface Depth to Elevation of Depth of Elevation of Boring Elevation PWR PWR Refusal Refusal ft) ft) Nal BH-01 I 519 I - I <499 I - 499 BH-02 I 525 I - I <505 I <505 BH-03............... 522 502 502 BH-04 I 519 I 17 1 502 1 - 1 <499 BH-05 519 1 - I <499 1 - 1 <499 BH-06 I 515 I <505 1 - 1 <505 BH-07 I 511 I - I <501 1 - I <501 r. BH-08 I 511 1 22 1 489 1 - 481 BH-09 I 494 I 17 1 477 I - 1 <455 BH-10 I 501 I 6 I 495 I 13.4 I 488 BH-11 I 496 1 17 I 479 I - I <468 IN BH-12 ' 511 I 12 I 499 I - I <501 BH-13 505 485 485 BH-14518 I 27 I 491 I - I <483 ow BH-15 I 517 1 - I <487 1 - I <487 AP-01 I 518 I - I - I 22 I <496 NM I AP-01.1 I 518 i - I - i 7* 1 511* AP-01.2 i 517 I - I - I 6.5* ' 511* AP-01.3 I 517 I - i 19 I 498 AP-01.4 I 519 I - I - I - I <494 in AP-02 i 517 1 - 1 - 1 - 1 <492 AP-03 1 516 1 - 1 - 1 - 491 Refusal likely due to boulders/cobbles 5.4 Anomalous Conditions M At auger probe locations AP-01.1 and AP-01.2, located at the northeast end of the proposed underground stormwater detention system, shallow auger refusal was observed. Based on ther relatively shallow depths compared to other borings and from observations at the ground surface, the shallow refusal is likely due to boulders and/or large cobbles present within Stratum S2.En Page 19 of 23 Subsurface Exploration and Geotechnical Evaluation o' Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 Cobbles and boulders should be expected to be encountered in excavations throughout the rest of am the site.Note that due to their larger sizes,cobbles and boulders cannot be observed in SPT borings and the shallow refusal could be due to less weathered zones of bedrock/PWR. 5.5 Subsurface Water Perched subsurface water was encountered in Boring BH-09 at a depth of 33 feet, elevation 461. Prior to backfilling the other subsurface borings, an attempt to collect subsurface water measurements was made, but none was encountered. Based on proposed subgrade of approximately El. 496 for the infiltration tanks and lowest building finished floor around El. 510, the need for groundwater control is not anticipated. Appropriate groundwater control, determined by the contractor, should be implemented if any excavation is to extend within 24 inches of the groundwater table. Note that groundwater levels may fluctuate due to rainfall, season, temperature and other factors that are different from those prevailing at the time of our subsurface exploration. If dewatering becomes an issue during construction, the contractor should determine and employ appropriate dewatering methods. I. Page 110 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 iii 6.0 LABORATORY TEST RESULTS iiii Select split-spoon and bulk samples, obtained during our field exploration, were tested in accordance with applicable ASTM International (ASTM) methods for Classification (ASTM ail D2487), Percent passing No. 200 sieve (ASTM D1140), Natural Moisture Content (ASTM D2216), Atterberg Limits (ASTM D4318), standard Proctor (ASTM D698), and California r. Bearing Ratio (ASTM D1883). do The following tables summarizes the results of the laboratory testing, conducted by Draper Aden Associates' U.S. Army Corps of Engineers Qualified Materials Testing Laboratory, which was performed to aid in our design recommendations. Detailed laboratory results are contained within Section IV of the Appendices. w Table 2: Summary of Index Laboratory Results Sample Sample Natural %Passing Atterberg Limits USCSStratumMoisturetheNo.200 is ID Depth Content Sieve L.L.P.L. Pi Classification BH-02 6-8' I S2 I 10.2% I 38.1% I 65 1 40 I 25 I Silty SAND(SM) Jo BH-03 I 0'-10' I Si S and ' 7.1% 42.6% 52 25 27 Clayey SAND(SC) im BH-12 1 2'-4' 1 Sl 1 34.5% 1 87.8% 88 1 49 1 39 I Elastic SILT(MH) BH-15 1 28'-30' I S2 I 12.4% • 27.3% 1 NP I NP 1 NP 1 Silty SAND(SM) au NP:Non-Plastic Table 3: Summary of Proctor and CBR Laboratory Resultsall Sample Sample Natural Optimum Maximum CBR USCS ID Depth Stratum Moisture Moisture Dry Swell Value ClassificationContentContentDensity BH-03 0'-10' I S1 &S2 I 7.1% 1 19.3% i 104.6 pcf 1 6.6 I 0.7% I Sandy Fat CLAY CH) am w tom am Page 111 of 23 Subsurface Exploration and Geotechnical Evaluation um Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 7.0 DESIGN RECOMMENDATIONS The following conclusions and recommendations are made subject to the limitations set forth in Section 8.0. rr 7.1 General us Our recommendations and geotechnical evaluations are based on observations made during our subsurface explorations, results of the laboratory test program, our understanding of the proposed construction, and experience with similar projects. Our foundation recommendations as well as estimation of geotechnical design criteria have been developed based on laboratory data, using generally established correlations and methods commonly exercised by members of the geotechnical engineering profession. If building or stormwater facility locations, loading conditions, or finish floor elevations are changed, or differ from our assumptions, we request that we be advised and be allowed to re-evaluate our recommendations. We request the opportunity to review the final foundation design to verify that the intent of our recommendations are met. 7.2 Structure Characteristics According to the project plans by Shimp Engineering, P.C. dated September 26, 2016, the following describes the site and structural concept of the proposed Better Living Facility: Building A will have a below grade level with a finished floor elevation (FFE) of r. 510.67 and an at grade level with FFE of 524.0 About 8 to 15 feet of cut will be required SIAN Buildings B will be a single story and open on all sides, no FFE was provided but we v. have assumed FFE near 512.0 based on the surrounding site grades Up to about 2 feet of cut on the west side and about 8 feet of fill on the east side will be required Building C will be a single story with a FFE of 510.0 Up to about 20 feet of fill is required for the northeast corner of the building and the southwest corner is currently near final grade. Page 112 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 rr Buildings B and C will likely consist of concrete frames and walls and constructed by the"tilt up"method Storage Sheds D and E will be a single story storage structures, no FFE was provided r. but we have assumed FFE near 512 based on the surrounding site grades General site grading will cut soils from the western portion of the site and place fill on the eastern portion. Site retaining walls with maximum heights of 6 feet are planned along the north and east sides of the property Access from the site will be from Berkmar Drive Drive lanes and parking will generally surround Buildings A and B. A 37 ft by 100 ft underground storm detention and infiltration tank system will be constructed between Buildings A and B. The tanks will have a bottom elevation of 500 and will infiltrate into the natural subgrades near elevation 496 r. Needham DBS provided maximum wall and column loads for Building A as 8 kips per linear foot and 75 to 220 kips, respectively. Building C will have wall loads up to 5 kips per linear foot. 7.3 Site Characteristics and Fill Material We understand that the project site will require earthwork and grading with cut zones of up to 15 feet deep and fill zones of up to 20 feet high to develop the building pads and parking areas. Even if the contractor places fill material in a good, workmanlike manner, in accordance with the compaction criteria set forth in Section 8,the fill is likely to settle at least 1/2 percent or more under a. its own weight. Up to about 20 feet of fill is expected to be placed on the western portion of the site. The stress imparted by 20 feet of fill is approximately 2,500 pounds per square foot and will likely induce settlement of the underlying soils. Settlement of the 20 feet fill is estimated to be less than 1.5 inches under the it's self-weight plus about 0.5 inch of settlement due to the subgrade rr settling under the fill weight. This settlement will occur during or shortly after construction(about a week) if the recommendations in Section 8 are met. Page 113 of 23 r Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 7.4 Shallow Foundations In our opinion, the proposed buildings can be supported by a shallow foundation system. We recommend that foundations bearing on approved, in-situ soils be designed based on a maximum net allowable bearing pressure of 3,000 pounds per square foot. We recommend that foundations bearing on approved structural fill, meeting requirements of Section 8, be designed based on a maximum net allowable bearing pressure of 2,500 pounds per square foot. We recommend minimum widths of 2 feet and 4 feet be adopted for continuous and spread footings, respectively, to reduce the potential for local shear failures. se When founded on approved subgrade that has been prepared, tested, and protected in accordance with our recommendations, Draper Aden Associates estimates the footings will experience total settlement no greater than 1 inch and differential settlement,between adjacent columns,no greater than %Z inch. Based on the result of our laboratory testing, the subgrade soils exhibit a high potential for shrink- swell. We recommend that exterior footings bearing in the native MH material extend a minimumWA of 36 inches below final exterior grade to provide shrink-swell protection. Foundations bearing on delstructural fill (non-cohesive soil) should bear a minimum of 24 inches below finished grade to provide frost protection. A coefficient of sliding friction of 0.30 may be used for design for mass r concrete on approved soil subgrade. 73 Slabs-on-Grade The ground floor slabs may be designed as slabs-on-grade.We recommend that interior floor slabs, protected from frost action, be underlain by a minimum 4-inch-thick granular base course toaim provide uniform support and to act as a capillary break against moisture transmission through the slab. Where Portland cement concrete(PCC) slabs are exposed to exterior weather conditions,we recommend that the slabs be underlain by a minimum thickness of 12 inches of processed granular material. For PCC walkways that will be used for both pedestrian and light maintenance vehicle traffic, we recommend that the walkway consist of a minimum 6-inch-thick PCC section underlain with a r. r...W.. Page 114 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 as 4-inch-thick granular base course. Subgrades below the base course should be proof rolled in accordance with Section 8, Construction Considerations. The granular base course should consist of gravel or crushed rock with a maximum nominal size of 1 inch and having less than 7 percent by weight passing the No. 200 sieve. Well-graded base course materials should be compacted to at least 95 percent of its maximum dry unit weight as measured by the standard Proctor test (ASTM D698). Alternatively, base course may consist of open graded aggregate that is placed and compacted to produce a level bearing surface, i.e. VDOT No. 57 stone, provided geotextile fabric is used to separate the soil and stone at their interface. Based on the results of our laboratory testing, slabs-on-grade founded on native soils may be designed based on a modulus of subgrade reaction, kr, of 150 psi/in. Where k/ is the subgrade modulus measuring a 1-square foot plate and should be corrected to consider the actual slab dimensions,k. Slabs underlain by a 4-inch-thick base course can be designed based on a modified subgrade reaction of 200 psi/in and slabs underlain by a 6-inch base course can be designed based a kr of 250 psi/in. If materials will be stored directly and permanently on the floor slab or a glued down impervious floor covering will be utilized, such as tile and linoleum, a minimum 10-mil-thick vapor barrier should be placed over the granular base course, prior to concrete placement, to reduce moisture transmission through the slab and joints. 7.6 Soil Permeability Based on the results of the constant head infiltration tests performed in accordance to VA DEQ Stormwater Design Specification No. 8, we recommend an average infiltration rate of 0.9 inches/hour for the proposed underground stormwater infiltration tank with invert elevation at El 497. Groundwater was not encountered within two feet below the bottom of the invert elevation. Auger refusal was encountered at the norther end of the proposed underground takes near the invert elevation. Based on the results of our subsurface borings, it is our opinion that the refusal is likely due to the presence of a boulder and/or cobbles;however,the orientation and/or layout of the tank Page 115 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:160203 63-010202 may need to be adjusted if bedrock is encountered within two feet of the invert elevation at the time of construction. The table below provides the results of the infiltration results,detailed results of the tests are provided in Appendix Section III. Table 4: Projected Site Infiltration Rate(s) Location Depth(ft) Elevation USCS USDA Texture Class Infiltration Rate,f in/hr) r AP-01.4 26 494 I SM 1 Loamy Sand 2.04 i.......................................................:....................................................................................................................i............................................................................................................. AP-02 25 492 I SM Loamy Sand 0.38 nr HA-01 4 513 MH I Silt 2.61 AP-03 26 491 I SM Loamy Sand 0.29 ryr 7.7 Seismic Considerations Per our review of the International Building Code (IBC 2012); Section 1613.3.2 Site class definitions and Chapter 20 of ASCE 7, we recommend that this site be classified as Site Class D. Based on our review of the US Seismic Hazard Map 2008, we recommend spectral acceleration coefficients of 20.3%g and 6.8%g for Ss and Si (for 0.2- and 1-second periods), respectively. 7.8 Pavement Draper Aden Associates developed the following flexible pavement design recommendations for vehicles based on the VDOT Secondary Pavement Design Guide, an average design CBR value of 4.4 and an average daily traffic count of no greater than 60 vehicles per day with 25 percent heavy vehicles. We offer the following minimum pavement section recommendations: Table 5: Pavement Section for Parking Stalls Pavement Course Thickness&Material Notation rr Surface 2.0 inches VDOT SM-9.5A sir Base 8.0 inches VDOT 21A or B 11111 ro -.„ .._ —. Page 1 16 of 23 rr Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 Table 6: Pavement Section for Drive Lane Pavement Course Thickness&Material Notation Surface 1.5 inches VDOT SM-9.5A MI s........................................................................................................................................................................................................................................ Base 2.5 inches VDOT BM-25 Subbase 6.0 inches VDOT 21A or B r Should the traffic loading requirements be higher than we have assumed, Draper Aden Associates should be notified so we can review the pavement design. 7.9 Lateral Earth Pressures The degree of lateral earth pressure influencing a below grade wall is dependent upon the condition of wall restraint, in addition to the structural design of the wall, construction and compaction methods, and the shear strength of the soil being retained. The two most common conditions of restraint used in retaining wall design are the active and at-rest conditions. The active condition generally applies to free-standing structures and walls where some movement and/or"relaxation" may occur in order to mobilize the shear strength of the soil. The at-rest condition applies to rigid walls, such as basement walls, where there is no tolerance for movement to mobilize the shear strength of the soil. The passive state, which is typically ignored for below-grade wall design as it can be negatively influenced by freeze/thaw or potentially removed altogether, represents the maximum lateral earth pressure influencing a wall that is being pushed into a soil mass. Based on our subsurface exploration and laboratory testing program, the on-site soils, consisting of predominantly Silty SAND (SM),may be used as backfill behind below grade walls. The upper on-site material classifying as Elastic SILT (MH) should not be used as backfill behind walls. Alternatively, a select granular material, such as AASHTO No. 57 stone, may be considered. If used,the select material should extend a minimum of%2 times the height of the wall laterally from the footing. No. 57 stone should be placed in lifts no greater than 2 feet and compacted with a backhoe bucket.Additionally, a geotextile should be placed between the select backfill and the on- site material. Page 117 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 ami The recommended equivalent fluid pressures below assume that an effective drainage system is installed between the below grade wall and soil backfill to prevent the buildup of hydrostatic pressure. At a minimum, the drains should utilize a 6-inch perforated pipe. The pipe should be ONO surrounded by a minimum of 6 inches of AASHTO No. 57. The aggregate should be wrapped in a non-woven drainage geotextile. The following parameters are recommended for evaluating lateral earth pressures on below grade walls with non-sloping backfill: Table 7: Lateral Earth Pressure Parameters Approx. Earth Pressure Coefficients Backfill Type Moist Unit Internal Equivalent at rest Weight of Soil Friction At Rest Active Passive fluid pressure w.Angle Ko)Ka)Kp) On-Site Soils 120 pcf 29° 0.50 0.35 2.90 60.0 psf/LF Granular Fill 130 pcf 37° 0.40 0.25 4.03 52.0 psf/LF The coefficient of Passive Earth Pressure provided in the table above is the ultimate value; we recommend this value be reduced by a factor of safety of 3 for design. A coefficient of sliding friction of 0.30 may be used for design for mass concrete on approved soil subgrade. Additional pressures due to surcharge loads should be applied based on anticipated temporary construction or permanent loadings near the top of the wall. To prevent lateral earth pressures in significant excess of those listed below, we recommend that heavy equipment nots operate within 5 feet of the below grade walls. mis Page 118 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 8.0 CONSTRUCTION CONSIDERATIONS 8.1 Demolition of Existing Utilities All underground utilities and any other underground structures must be completely removed from within, and 10 feet beyond, the footprint of the proposed buildings, sheds and underground storm water tanks.The final excavated subgrade should be proof rolled and/or explored with shallow test pits (1 to 2 feet deep) to confirm removal of all unsuitable material. Backfill of the excavations should be completed in controlled lifts in accordance with Section 8.5—Fill Material and compacted to a minimum of 98 percent of its respective maximum dry density and to within ±2 percentage points of its optimum moisture content as determined by a standard Proctor test. 8.2 Site Preparation Based on the results of our laboratory testing, portions of the site consist of high plasticity soils at the existing and proposed subgrades and may be easily disturbed. The contractor should reduce traffic on exposed subgrades and reduce/prevent standing water. Prior to construction operations, all topsoil, roots, or other deleterious non-soil material should be stripped within and five feet gas beyond the proposed footprint of areas intended for foundations and slabs. Proof rolling or other method of strength verification, observed and evaluated by a representative of the Geotechnical Engineer, should be performed on subgrade areas intended for support of the structural fill material or pavement. Soils designated as unsatisfactory following strength verification operations should be removed and replaced as recommended by the Geotechnical Engineer or his/her designated representative. Proof rolls should be performed using a 20- to 30-ton loaded tandem axle dump truck or pneumatic-tired vehicle of similar weight. Proof rolling should not be performed while the site is wet, frozen, or severely dry. If conditions warrant, the extent of undercutting and/or in-place stabilization required can be best determined by the Geotechnical Engineer at the time of construction. lie e.. u ,,,,,.....0 ...: ,... . r. Page 119 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 ais 8.3 Foundation Construction Excavations should be made in such a way as to provide bearing surfaces free of loose, soft, or wet soil and debris. We recommend that excavations for foundations be completed in a manner r that will limit disturbance of the bearing surface. Prior to placing forms and reinforcing, compact the bottom of foundations level. Cease compaction if unstable or wet subgrade conditions develop. If low strength soils are encountered during foundation construction,localized undercutting and/or in-place stabilization of bearing subgrade may be required as assessed and recommended by the a• Geotechnical Engineer or their designated representative. Foundation concrete must not be placed on frozen soil. Placement of concrete and backfilling of footings should occur as soon as ime practicable to limit water collection near the base of the foundation and damage to the bearing surface. 8.4 Reuse of Onsite Soils Approximately 1 to 2 inches of topsoil was encountered at our field explorations. This material may be stockpiled for use in green areas. Based on the results of our borings and laboratory testing, on-site material, free of organics, that classifies as SM with liquid limit less than 50 percent may be suitable for use as fill material under structures and foundations provided the moisture content is properly controlled to within two percent of the optimum moisture content as determined by the standard Proctor test. The upper(2 to 7 feet below the ground surface)on-site material consisted of high plasticity soils(MH) and are MI not recommended to be used as structural fill. The fill material obtained on- or off-site should comply with the requirements contained in Section 8.5. Fill derived from onsite excavation may require moisture conditioning and must be protected from precipitation prior to placement and compaction. 8.5 Fill Material Fill material obtained on- or off-site should meet the requirements indicated in the table below. When practical, requests to use soils that do not precisely meet requirements may be evaluated by the Geotechnical Engineer. Page I 20 of 23 rr Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 Table 8: FM Material Requirements Fill Material Use Recommended USCS Material Index Property LimitationsClassifications Under Structures,Foundations,and GW,GP,GC,GM, SW, SP, SC,Under Paved Sections,or as SM,CL,&ML Liquid Limit<50 Backfill General Site Grading GW,GP,GC,GM,SW, SP, SC, None SM,CL,ML,CH,&MH The maximum particle size of all fill material should be less than three inches largest dimension, except in the uppermost lift of fill,where the maximum particle size should be less than two inches largest dimension. Maximum sized particles should not be in excess of 20 percent of the volume of the fill material, and such particles shall be well distributed throughout the mass. Fill material shall not contain frozen masses of soil and shall not be placed on saturated,frozen,or frost-covered subgrade. Fill material should be placed in such a way to provide positive drainage from the fill area. Fill materials should be free of organics and debris. Soil fill below pavement, slabs-on-grade, and foundations should be placed in a maximum of an 8-inch-thick loose lift, compacted to a minimum of 95 percent of its respective maximum dry density, and within ±2 percentage points of its optimum moisture content as determined by a standard Proctor test. 8.6 Slope Stability for Excavations During construction excavation,the contractor must evaluate slope inclinations in accordance with regulations established by Occupational Safety and Health Administration (OSHA). The contractor's"responsible person"must evaluate the slope protection requirements consistent with m the soils encountered and the means and methods of excavation and dewatering selected by the contractor. Temporary spoil must be placed no closer than 10 feet from the surface edge of an excavation. Spoil should be placed so that it channels rainwater and other run-off water away from the excavation. Excavations shall be inspected and maintained by the contractor as required by OSHA. W, Page 121 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 8.7 Field Observation We recommend that the foundation construction be observed by our Geotechnical Engineer or our qualified representative to observe that the required minimum soil requirements are met. For greater continuity and proper implementation of the recommendations contained herein, we recommend Draper Aden Associates be retained for construction observation services during this ire project. AO rr rw OM Page 122 of 23 Subsurface Exploration and Geotechnical Evaluation Better Living Berkmar Drive Albemarle County, Virginia] DAA Project Number:16020363-010202 9.0 LIMITATIONS This report has been prepared for the exclusive use of The Gaines Group,PLC and their designated representatives for specific application to Better Living Berkmar Drive in Albemarle County, Virginia. Our conclusions and recommendations have been rendered in a manner consistent with the level and skill ordinarily exercised by members of the geotechnical engineering profession in Ila the Commonwealth of Virginia at the time of our study. We make no other warranty, express or implied. Our conclusions and recommendations are based on design information furnished to us and our experience. They do not necessarily reflect variations in the subsurface conditions, which have potential to exist intermediate of our borings and in unexplored areas of the site due to inherent variability of the subsurface conditions in this geologic region, as well as past land use. Should such variations become apparent during construction, it will be necessary for us to re-evaluate our conclusions and recommendations based upon on-site observations of the conditions. We cannot be responsible for the accuracy of the exploration data or design plans presented in the building design drawings. If changes are made in the location or nature of the structure, then the recommendations presented in this report must not be considered valid unless the changes are reviewed by Draper Aden Associates, and our recommendations are modified or verified in writing. We request the opportunity to review the foundation plan, grading plan and applicable portions of the project as specifications when the design is finalized. This review will allow us to check whether these documents are consistent with the intent of our recommendations. Draper Aden Associates is not responsible for the conclusions, opinions or recommendations of others based on the data in this report. Page I 23 of 23 Oki APPENDIX Section I IMO Boring Location Plan NMI r. IMO p L 6 m s° r-w P a I 0 I a Q o 0 1 1 ni-1 Cl) al E w 2 a K i e)., w N4) CD r e) th + t..:2 i I I co t c°_' --- 04.,,, i\\\ 1 0 v) w t co,, ,_,.. 4,./. '' 0...3(f, 9,‘„, g c... i .4t " 4: 4lio.) 0 u.i c: 0 5_4..,, _ ai 4. 0rN 01 10 Q Q o jry r l m %Z T p m W o Q III 4) .N M IIli N Z L 1 dpi.rho o sa}•Sd dn. C7 o a S'' 11111.111111111 4{ j1tz' !"ff&lilt f11111111111: i R.: ,,,.,,.1 rip p 1.1, ''''-' 1W: 11) ‘ , I im. err S . 11 n' N 01, Iiii Wim c o 000 It CIS O O'Zt II u.iIII 4,- c rr 1 41 , v8 Zct1 1----. f L m m m S c c w r.P.-, ,.., \ C 0 0 0 . s 9 4 d l 0Ai r phi m. • I O J J illi111 ''"t J, N N OS Mil Ng r. rr IN MO APPENDIX Section II Key to Boring Logs Boring Logs BH-01 through BH-15 Auger Probe Logs AP-01 through AP-03 Hand Auger Log HA-01 Nu m UNIFIED SOIL CLASSIFICATION&SYMBOL CHART COARSE-GRAINED SOILS 4>`Draper Aden Associates More than 50%of material is larger than No.200 sieve) NC; Engineering • Surveying • Environmental Servicesum Clean Gravels(Less than 5%fines) i W I LOG SYMBOLS Well-graded gravels,gravel-sand i GW mixtures,little or no fines V Subsurface water first encountered Cave-in or Del C 1 Subsurface water level upon completion GRAVELS bo Gp Poorly-graded gravels,gravel sand LABORATORY CLASSIFICATION CRITERIA More than 50%)o D mixtures,little or no fines so of coarse Gravels with more than 12%fines GW: Cu=D 0/D >or equal to 4&C =D o/(D *D )between 1 &3fractionu- s ,o q c- 3 ,o so retained on No.' 4 seive ) 1 GM Silty gravels,gravel sand mixtures GP: Not meeting all gradation requirements for GW h am 1 GC Clayey gravels,gravel-sand-clay mixtures GM: Atterburg limits below"A"line Limits plotting on or above"A"or PI less than 4 line with PI between 4&7 are Clean Sands(Less than 5%fines) borderline cases requiring dual asGC: Atterburg limits above"A"line symbols sW Well-graded sands,gravelly sands,little with PI greater than 7 or no fines Poorly graded sands,gravelly sands, SW: Cu=D60/D70,>or equal to 6&Cc=D3o/(D10*D60)between 1 &3 or SANDS so little or no finesMorethan50% of coarse Sands with more than 12%fines SP: Not meeting all gradation requirements for SWfraction passing No.4 art seive SM Silty sands,sand-silt mixtures SM: Atterburg limits below"A"line Limits plotting in shaded zoneorPIlessthan4 with PI between 4&7 are borderline cases requiring dualsCClayeysands,sand-clay mixtures SC: Atterburg limits above"A"line s mbols IN with PI greater than 7 y FINE-GRAINED SOILS More than 50%of material is smaller than No.200 sieve) Determine percentages of sand and gravel from grain-size curve. Inorganic silts and very fine sands,rock Depending on percentage of fines(fraction smaller than No.200 MI ML flour,silty or clayey fine sands or clayey sieve),course-grained soils are classified as follows: SILTS silts with slight plasticity Less than 5% GW,GP,SW,SPaticnicclaysvoflowym More than 12% GM,GC,SM,SCCLAYSCL sltyplasticity,lgravelly clays,sandy clays, 5%to 12% Borderline cases requiringrLiquidlimitsiltyclays,lean clays q g dual symbols less than 50% — - OL Organic silts and organic silty clays of PLASTICITY CHART low plasticity 60 me MH diatomaceous Inorganicsiltsfineicaceous sandy oror silty soils, SILTS elastic silts 50 a CH CLAYS CH Inorganic clays of high plasticity,fat W 40 ALINE: rr Liquid limit clays o 50%or greater , i 30 i I=0.73(LL-20) OH Organic clays of medium to high CL MH&OH plasticity,organic silts 5 20 i= tar HIGHLY ORGANIC ,, ,,i, pT Organic clays of medium to high g 10 SOILS plasticity,organic silts a CL+ML 0 I SOIL DENSITY&CONSISTENCY DESCRIPTIONS 0 10 20 30 40 50 60 70 80 90 100 in LIQUID LIMIT(LL)(%)Coarse-Grained Soil Fine-Grained Soil N-Value Density N-Value Consistency MOISTURE DESCRIPTIONS 0-4 Very Loose 0-1 Very Softr DRY: No apparent moisture,dusty5-10 Loose 2-4 Soft 11 30 Medium Dense 5 8 Medium Stiff DAMP: Apparent moisture,below Plastic Limit Mr 31 -50 Dense 9-15 Stiff MOIST: Significant moist,at or above the Plastic Limit, can be rolled into a 1/8"thread 50 Very Dense 16-30 Very Stiff 30 Hard WET: Appears saturated,free water in voids and pores to rr Draper Aden Associates B H° Engineering • Surveying • Environmental Services Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Ina Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 20.0' Elev GS: 519.0' Logged by: JW Completion Date January 6,2017 31 owEley. Depth DESCRIPTION(USCS)Recovery N PP n % LL PI REMARKSRecovery(/°) Value (tsf) Fines H2O Approximately 1"Topsoil Elastic SILT with Sand(MH):red-brown,fine 1-3-3-6 6 grained,medium stiff,damp(51) 100rr Silty SAND(SM):red-brown,fine to medium grained,micaceous,medium dense,damp(S2) 8-11-10-13 21 100 515— rr 6-8-10-9 18 100 5-8-12-15 20 92 c: as 510— 5-6-6-6 12 92 10—.: irr 505— ; :`: 6-8-9-10 17ion 100 15—•..: • 0 0 O 0 500— -••.; : 10-8-10-8 18 W 100 20 w Boring terminated at 20 feet. 0 in re m a NM 2 0wC7 tin Draper Aden Associates 6H-02 Engineering • Surveying • Environmental Services irr Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Ina Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 20.0' Elev GS: 525.0' Logged by: JW Completion Date January 10,2017 Elev. Depth Recoow very N P' n H LL PI REMARKSePDESCRIPTION(USCS) ecovery(o) Value (tsf) Fines H2O Approximately 2"Topsoil Elastic SILT with Sand(M H):red-brown,fine 3-5-6-5 11 2.0 grained,medium stiff,damp(51) 100 4-6-11-17 17 4.5 Silty SAND(SM):red-brown,fine to coarse 100 grained,micaceous,medium dense,damp(S2) 520— 5— 4-10-11-12 21 88 4-5-5-7 10 38.1 10.2 65 25 100 sane:light brown rr 5-6-8-8 14 100 515— 10_.: 3-3-7-7 10 100 F, 510— 15—_ 1* 1 :7 sane:light brown with dark red-brown mottling, gravel sized rock fragments,hard 19-15-33-30 48 la w 100 505— 20 • W Boring terminated at 20 feet. 0 Q k7 MN EiLice a U 11.00.1.1141 Draper Aden Associates B X03 mort""' Engineering • Surveying • Environmental Services client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 20.0' Eler GS 522.0' Logged by: JW Completion Date: January 6,2017 rr Elev. Depth DESCRIPTION(USCS) 3ecovay1 ow nt°s/ N n % LL PI REMARKSRecovery(%) Value (tsf) Fines HZO Approximately 1"Topsoil Elastic SILT with Sand(MH):red-brown,fine grained,stiff to hard,damp(S1) 34- 5 7 10 2.25 75 520— - 8-12-16-23 28 4.5 ss 100 5— 6-10-12-13 22 75 T'. Silty SAND(SM):red-brown,fine to coarse grained,micaceous,medium dense,damp(S2) 515— - 5-6-7-9 13 42.6 7.1 52 27 Bulk sample from 0 to 10ft 92 CBR:6.6 Swell:0.7% Max Dry Density:104.6 pcf Opt.Moisture:19.3% 8-7-7-10 14 100 1p—:.•; 510— 9-9-8-8 17Ns 67 IIS C7 Ce 505— aQQ 10-8-8-7 160 V 100 J 20 W Boring terminated at 20 feet. 00 U as ccW L Wm a all 2 0O or Draper Aden Associates B"04 MCVP Engineering • Surveying • Environmental Services 1111111 client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Half Drilling, Ina Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 20.0' Ele GS: 519.0' Logged by: JW Completion Date: January 6,2017 31 owElea. DepthRecovery N n % LL PI REMARKSePDESCRIPTION(USCS) Recovery(/°) Value (tsf) Fines HZO Approximately 1"Topsoil Elastic SILT with Sand(M H):red-brown,fine 3-4-5-8 9 2.5 grained,stiff to very stiff,damp(S1) 100rs 4-7-9-10 16 2.5 ea 88 515— - V. grained, Silty SAN mics,dense toory dense,( SM): damp ine to medium 7 10-151525 100 w 10-11-18-21 29 100 as 510— _:•:r• 13-15-18-26 33 92 w 505— _' '•• 3-24-23-25 47rr 75 15 or O -c 7:: o Partially Weathered Rock:sampled as Silty SAND r 014`.. with Gravel(SM),gray with red-brown staining, o' fine to coarse grained,with fine to coarse rock 6.10 fragments,micaceous,very dense,damp 0 500—C 20-23-29-33 52 o•a 58 ora - 20 - - Boring terminated at 20 feet. 0J Q U 7Z 1 J z FW a U Draper Aden Associates B"05 0010011.11.111 Engineering • Surveying • Environmental Services Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, I nc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 20.0' Elev GS: 519.0' Logged by: JW Completion Date January 6,2017 Elev. Depth 31ow Counts/ N PP % r,,, eP DESCRIPTION(USCS) Revery(%) Value (tsf) Fines HZO LL PI REMARKS Approximately 1"Topsoil Elastic SILT with Sand(MH):red-brown,fine 3-3-6-7 9 2.0 Of grained,stiff,damp to moist(S1) 100 3-4-8-16 12 3.0 88 515— Silty SAND(SM):red-brown,fine to medium grained,micaceous,dense,damp(S2) 5—.12-13-16-18 29 100 NO 8-10-14-19 24 100 rr 510— _ 14-17-18-25 35 c 100 10 `.'.• r 505— _ ". 6-12-16-28 28 100 211 - 15— `•.: same:with yellow brown Elastic Silt lenses re 0 so O 0 500— -E•:: 20-17-21-19 38 w 100 20 W Boring terminated at 20 feet. 00 0 2 J 0 nW Ui Wm a IUW 00w SO Draper Aden Associates B X06 imoolo-w. Engineering • Surveying • Environmental Services tient: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. i°s Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 10.0' Elev GS 515.0' Logged by: JW Completion Data January 11,2017 Elev. Depth 31 ow Counts/ N PPDESCRIPTION(USCS)Recovery(%) Value (ti) Fines H2O LL PI REMARKS Approximately 1"Topsoil Elastic SILT with Sand(MH):red-brown,fine 1-1-3-3 4 grained,medium stiff to stiff,moist to damp(S1)100rr 5-5-7-14 12 100 Silty SAND(SM):red-brown,fine to medium grained,micaceous,medium dense,damp(S2)510— 9-11-20-25 31 same:fine quartz gravel from 5'-6' 100 5-6-7-10 13 100 irr 3-5-7-6 12 92 505- - 10 .: Boring terminated at 10 feet. ru it N I 0 Ui wa¢Q Q aC7 ai0O WJJ_ NW O J m rr xU O C7 iM Draper Aden Associates BH-07 r.--• 1+"'""' Engineering • Surveying • Environmental Services rr tient: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Ina Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 10.0' Elev GS: 511.0' Logged by: JW Completion Date: January 11,2017 31 owElev. DepthRecovery N n % LL PI REMARKSarePDESCRIPTION(USCS) Recovery(/°) Value (tsf) Fines HZO Approximately 1"Topsoil 510— - Elastic SILT with Sand(M H):red-brown,fine 1-3-4-6 7 grained,stiff to very stiff,damp(S1) 100 4-8-12-14 20 75 rr Silty SAND(Sfv1):red-brown,fine to medium 8-14-17-18 31 S2rain ed,micaceous,dense to medium dense,damp 100 505— -;•.•: as 8-12-12-7 24 100 r. 9-9-13-12 22 10 Boring terminated at 10 feet. rir N. irr C:1 W aQ Q N O J W MI CC CLC/) MS O iro Draper Aden Associates B08 Engineering • Surveying • Environmental Services Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, I nc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 30.0' Elev GS: 511.0' Logged by: JW Completion Date January 6,2017 Elev. Depth DESCRIPTION(USCS) BlowCounts/( ) N PP Recovery(%) Value (tsf) Fines Hz0 LL PI REMARKS Approximately 1"Topsoil 510— _ Elastic SILT with Sand(MH):red-brown,fine 1-1-5-7 6 4.5 grained,medium stiff to very stiff,damp to moist 100leyS1) 7-10-12-14 22 4.5 am 100 Silty SAND(SM):red-brown,fine to medium graned,micaceous,medium dense to dense,damp5— : (S2)4-9-13-15 22 75 505_ 411 10-10-9-12 19 75 9-7-9-11 16 88 500— 7-10-15-16 25w 75 15 r 495— iiw - an a. y same brown with red-brown staning U - -:•r 13-13-18-22 31 1rr w 75 20—%.;f 490— ow a Partially Weathered Rock(PWR):sampled as SiltyCjSAND(SM),red-brown to brown with red-brown rs staining,fine to medium gra ned,micaceous,very O. dense,damp 15-25-31-36 56 a P• 92 h x - 25—.aU Fw p • 485— rti 3. Draper Aden Associates B"-08 Engineering • Surveying • Environmental Services rr Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 30.0' Elev Gs: 511.0' Logged by: JW Completion Date January 6,2017 31 owElev. Depth DESCRIPTION(USCS)Recovery nts/ N n % LL PI REMARKSRecovery(/o) Value (tsf) Fines H2O DU. r Silty SAND(SM):red-brown to brown with r red-brown staining,fine to medium grained, micaceous,dense,damp 10-17-17-21 34 as 100 30 Boring terminated at 30 feet. rr rr rr r. 0) MI CI gis W a N00 NO WJJ_ yW U 0 CO NI U 0 gm 101•00.11% v4: 1-% 4 Draper Aden Associates B H-09 Engineering • Surveying • Environmental Services um Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. r"' Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 39.4' Elev GS: 494.0' Logged by: JW Completion Date January 6,2017 Elev. Depth 31owCounts/ N PPePDESCRIPTION(USCS)Recovery(%) Value (tsf) Fines H2O LL PI REMARKS Approximately 1"Topsoil Elastic SILT with Sand(MH):red-brown,fine grained,medium stiff,damp(S1) 1 2- 6 2.0 or 75 4 5-8-9-13 17 r, T Silty SAND(SM):brown to red-brown,red-brown 67 staining along fractures,fine to medium grained, 490— micaceous,medium dense to dense,damp(S2) mu 5—:•::. ': 5-8-14-16 22 67 rw 6-5-11-13 16 75 so 485— _ 7-7-8-12 15 f• 67 10_;: or air 480— _ 12-14-18-23 32am 63 N.r. - 15—'.l.• 0MI U• io"• Partially Weather Rock(PWR):sampled as Silty r o C SAND(SM),brown to red-brown,red-brown o'. staining song fractures,fine to medium grained, o 0G, micaceous,very dense,damp 34-50 50/5" o 475—91 o o• so J ea 20--aC o a. U - i Silty SAND(SM):brown to red-brown,red-brown staining along fractures,fine to medium grained, micaceous,dense,damp W W 470— ; ••29-17-8-18 25 I- 75 r i - 25—': 0 Draper Aden Associates BH-o9 c Engineering • Surveying • Environmental Services ors Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. ow Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 39.4' Elev GS 494.0' Logged by: JW Completion Date: January 6,2017 rr Elev. Depth DESCRIPTION(USCS) 31owCount°s/ N LL PI REMARKSRecovery(% Value (tsf) Fines H2O 6.-``).,. Partially Weathered Rock(PWR):sampled SiltyCSAND(SM) red-brown to brown,fine to medium o•• grained,micaceous,very dense,damp to wet D.Q. 465— 15-31-50 50/5" o•4 82 1E430-7:g: 2 00. oNM 6.0 460—a C 12-17-27-32 44 Perched water encountered @ 6.• 75 33'below existing grade. 35 C a0 r. jo•j 6.0. err o Q 20-34-50 50/2" 455— _ v C 71 Boring terminated at 39.4 feet. rr am NO 0 m H CD w aQ C7 NCD0J N W J_ NW MIN O Q W re03F- 0_a MU IO 11111 C7 Draper Aden Associates B",f;° 1""':' Engineering • Surveying • Environmental Services it Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 13.4' Ele GS: 501.0' Logged by: JW Completion Date January 9,2017 Eley. Depth 310wCounts/(ts/ N n % LL PI REMARKSePDESCRIPTION(USCS)Recovery(/") Value (tsf) Fines H2O Approximately 1"Topsoil 500— Elastic SILT with Sand(M H):red-brown,fine grained sand,medium stiff to hard,damp(S1) 2-1-3-5 4 100 4-12-16-27 28 100 Silty SAND(SM):brown to red-brown,light brown mottling,fine grained sand,very dense, damp(S2) 5— 5-19-26-31 45 58 495— Partially Weathered Rock:sampled as Silty SANDC (SM):gray with red-brown staining,fine to medium grained,very dense,damp 18-39-40-50 50/5" 100Old`• P • 19-26-50 50/5" 100 10_6.0 r 490— -oOo. 50 50/5" Boring terminated at 13.4 feet dueto spoon and \ 100 / co aguer refusal. I- ci Ui W Y o O viOO WJ 1Cr;W O U OZ 1J Ui Wm Ha- 1111111r UW 0OWc iir Draper Aden Associates BH-11 Engineering • Surveying • Environmental Services aient: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. se Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 28.4' Elev GS: 496.0' Logged by: JW Completion Date: January 9,2017 Elev. Depth DESCRIPTION(USCS) low Counts/(%) N n % LL PI REMARKSecovery(/°) Value (tsf) Fines HzO y \Approximately 2"Topsoil 495— - Elastic SILT with Sand(MH):red-brown,fine 3-2-2-3 4 grained sand,with gravel sized weathered rock 50Sfragments,soft to stiff,damp(S1) 2-1-2-2 3 so 100 5— 1-2-5-5 7iss 33 490_ _ i. 7-14-12-23 26 Silty SAND(SM):red-brown,medium dense to 67 dense,damp(S2) as 15-21-20-21 41 83 10 •:,.• f: 485— aim 6-9-14-14 23us 83 15—•: f: AN 0 480— C i Ci• Partially Weathered Rock(PWR):sampled as Silty r o C SAND(SM),red-brown,very dense,damp 0 9 Q.6- a C i 8-26-42-50 50/5" o•• 100 No w CO 20—. C L,:, 475— -.;a rrr a u U -O • Z is O MN w o ' bU 50/5' k G• 100 / Wm - a p'. c Q i. 1 - 25--i•C) w p'.o470—O Draper Aden Associates B"ZIjEngineering • Surveying • Environmental Services or Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 28.4' Ele GS: 496.0' Logged by: JW Completion Date: January 9,2017 sotElev. Depth 3ecoVeynts/ N n % LL PI REMARKSepDESCRIPTION(USCS)Recovery(%) Value (tsf) Fines H2O o v. DO. C 50 50/4" Boring terminated at 28.4 feet. 100 / rim SIM as rr rr r- a, Mg 8 CD LU W o a aiC70J WJ 1111 J NW U CX 0 CDZ J CX FW WCO HO.0, YWI IUW 0U w C7 Draper Aden Associates B",f;2 Engineering • Surveying • Environmental Services Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 15.0' Elev GS: 511.0' Logged by: JW Completion Date January 9,2017 31Elev. Depth DESCRIPTION(USCS) Recovery N PP Recovery(%) Value (tsf) Fines HO LL PI REMARKS Approximately 2"Topsoil 510— - Elastic SILT with Sand(MH):red-brown,fine 3-6-8-8 14 grained said,very stiff to had,damp(51) 75rr 5-13-12-17 25 4.5 87.8 34.5 88 39 100 Silty SAND(SM):red-brown,fine to medium grained,micaceous,medium dense to very dense,5—: damp(S2) 6-9-8-6 17 88 505— 12-18-22-28 40 58 rr 15-17-24-26 41 75 10— 500— Partially Weathered Rock(PWR)sampled as Silty aC SAND(SM),red-brown,fine grained sand,very o J dense,damp D. 17-18-36-50 54 6 '•75 15 G Boring terminated at 15 feet. I- rr oc2 uJ W asQ a 0O Ali J WJ ea NW OJ U V' Z J or reW Ui W I-a0) U W I- O W O Small' Draper Aden Associates B"-of; 3 Engineering • Surveying • Environmental Services Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 20.0' Eta/GS 505.0' Logged by: JW Complction Data January 9,2017 El ev. Depth 31 ow Counts/ N PP it eP DESCRIPTION(USCS) may•° Value (tsf) Fines 1-1/ 2° 0 LL Pt REMARKS Approximately 2"Topsoil Elastic SILT with Sand(MH):red-brown,fine 5 grained sand,very stiff,damp(S1) 6 6 7 14 4.5 75 7-11-24-23 35 4.5 Silty SAND(SM):red-brown,fineto medium 100 grained sand,medium dense to very dense,damp S2) 500— 5—::; • 6-18-31-42 49 same:gray,fine gravel sized weathered rock 67 fragments 14-22-14-20 36 63 8-8-11-12 19 75 495— 10—'1.`•••• ar r sane:light brown 14-12-23-18 35 75 Er, 490—lig 15—;:.: til o 6-6-24-46 30 485— 20 • • W Boring terminated at 20 feet. U O rcW Ui mu 6 W Fa ilr Draper Aden Associates B F4 cz C? EngineeringSurveying • Environmental Services tient: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Ina Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 35.0' Elev GS 518.0' Logged by: JW Completion Date January 10,2017 Elev. Depth DESCRIPTION(USCS) over ants/ N LL PI REMARKSRecovery(/°) Value (tsf) Fines Hp Approximately 1"TopseiI Elastic SILT with Sand(M H):red-brown,fine 2-2-4-6 6 3.0grained,medium stiff to very stiff,damp(S1) 88 515— - 6-8-12-14 20 4.5 100 5^-.. 4-4-12-13 16 4.5 Silty SAND(SM):red-brown to dark brown,fine 100 to medium grained,micaceous,medium dense to dense,damp(S2) 6-12-15-26 27 3.2 100 510— - 21-15-17-26 32 4.5 100 104.:;.•:. rr 505— - 9-13-13-19 26 r 100 15—: am 8 0 0 U' vi o - -:•: : 7-8-7-10 15 w 100 w a C7 495— rim w m 8-10-10-11 20 same:with fine to coarse quartz gravel 100Q. M 5U H Draper Aden Associates B"-14 r• Y 2 of 2) VEngineering • Surveying • Environmental Services sea client: The Gaines Group, PLC ProjectNo.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 35.0' Elev GS: 518.0' Logged by: JW Completion Date January 10,2017 31 ow imeElev. Depth DESCRIPTION(USCS)Recovery N n % LL PI REMARKSRecovery(/o) Value (tsf) Fines H2O Partially Weathered Rock:sampled as Silty SAND with Gravel(SM):brown,fine to coarse grained, 490— - -Io•. with fine to coarse quartz gravel,very dense,damp i5:5 moist C 7-8-50 50/5' 076 a o'a D.Q. 485— sirp•. DO. 24-22-24-23 46 33 35 p O Boring terminated at 35 feet. rr. am 0 I- c2 0 W MI a 0 0 WJ ce imo J 1NW 0 U U'Z J WF Wm a 10 I0W Oil F O w Draper Aden Associates BH-15 Engineering • Surveying • Environmental Services rr Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling,Inc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 30.0' Eler GS: 517.0' Logged by: JW Completion Data January 6,2017 Elev. Depth DESCRIPTION(USCS) ecoV ymsr N ' n LL PI REMARKSrrecrnrery(/o) Value (tsf) Fines H°/2°0 Approximately 1"Topsoil Elastic SILT with Sand(M H):red-brown,fine 2-3-4-4 7 2.5 grained,stiff to hard,damp(S1) 92 515— - 5-10-15-19 25 4.5 rr 75 5-7-14-12SiltySAND(SM):red-brown to dark brown,fine 21 3.588 to medium grained,micaceous,medium dense to dense,damp(S2) 510— 7-7-9-10 16 100 cm 6-7-9-11 16 92 10_;: 505— - 6-4-8-10 12air 88 15 I- rr 500— o o o - - 5-6-8-10 14 W 100 495— -.•.' o W 6-8-10-7 18 100 U rom W _ Draper Aden Associates BH-15 12) Engineering • Surveying • Environmental Services rrr Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, I nc. Location: Charlottesville,VA Method: 2-1/4" HSA w/SPT Total Depth 30.0' Elev GS: 517.0' Logged by: JW Completion Data January 6,2017 Elev. Depth DESCRIPTION(USCS) RI Counts/ N n % LL PI REMARKSRecovery(%) Value (tsf) Fines Hp 490— rr 11-12-17-10 29 27.3 12.4 NP NP 100 orm 30 Boring terminated at 30 feet. it r it m ill CD CC C7 w w Qa IN a CD CDC7O it WJ re Fe' J_ W C7 r, 1) 2 Draper Aden Associates AP-01 of 1) 1••••""lo 41111' Engineering • Surveying • Environmental Services Clit: The Gaines Group, PLC Project No.: 16020363-010202 Projel: Better Living Berkmar Drive Driller: Houff Drilling,Inc. Location: Charlottesville,VA Method: 2-1/4" HSA Total Depth 22.0' Elev GS: 518.0' Logged by: JW Completion Date January 11,2017 31 ow Counts/ N PP % % , , r,,Elev. Depth DESCRIPTION(USCS) REMARKSRecovery(%) Value (tsf) Fines H2O L L r From auger cuttings:Elastic SILT with Sand MH):red-brown,fine grained,damp(Si) 515— From auger cuttings:Silty SAND(SM): 1•*.• red-brown,fine grained,micaceous,damp(S2) 510— 10—:f •••] 505— Air v• same with gravel I— INN 0 CD Lu MI Vol0 cri 0 w 20— Auger Refused at 22 fed. rx LLql03 4) Draper Aden Associates AP-°;;1 Engineering • Surveying • Environmental Services MN Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA Total Depth 7.0' Ele GS: 518.0' Logged by: JW Completion Date: January 11,2017 Elegy. Depth DESCRIPTION(USCS) 3ecoVeyIow nt°s/ N n % LL PI REMARKSRecovery(%) Value (tsf) Fines H2O From auger cuttings:Elastic SILT with Sand MH):red-brown,fine grained,damp(S1) 515— From auger cuttings:Silty SAND(SM): is red-brown,fine to coarse grained,with gravel, micaceous,damp(S2) Auger Refusal at 7 feet likely due to bolder. lir w Yr am n m H r• 0 Uiw c7 000J in W J_ NW NM ce coJ Q U 7Z Z J a gra U 0O 0 Draper Aden Associates AP-01.2 of 1) miCrapP Engineering • Surveying • Environmental Services Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA Total Depth 6.5' EIe GS: 517.0' Logged by: JW Completion Date January 11,2017 w. Elev. Depth DESCRIPTION(USCS) Blow Counts/ N PP Recovery(%) Value (tsf) Fines H2O LL PI REMARKS From auger cuttings:Elastic SILT with Sand MH):red-brown,fine grained,damp(S1) i 515— From auger cuttings:Silty SAND(SM): red-brown,fine to coarse grained,with gravel, micaceous,damp(S2) rr 5__• ..•: Auger Refusal at 6.5 feet likely due to bolder. 1111all m. rrr m I- i w r o 0 U' vi O WJ NW 1116 11111 O U Z Z W k wm I-aw MO xUW 0OWU' OM Draper Aden Associates AP-01.3 Engineering • Surveying • Environmental Services age Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA Method: 2-1/4" HSA Total Depth 19.0' Eger GS: 517.0' Logged by: JW Completion Date: January 11,2017 r Eler. Depth DESCRIPTION(USCS) 31auvCounts/ N LL PI REMARKSRecovery(%) Value (tsf) Fines H2O From auger cuttings Elastic SILT with Said MH):red-brown,fine grained,damp(S1) 515— - rr From auger cuttings:Silty SAND(SM): red-brown,fine to coarse gra ned,micaceous,damp ale s 510— rr 10 r r• 505— w 15-•• same:with gravel c? W 500— uiC7 _ Auger Refusal at 19 feet. W J_ W O Q ars C7 a U 0 0 Draper Aden Associates AP- of01. 4 1 1) ft••••••041 mc:::3P Engineering • Surveying • Environmental Services Client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc Location: Charloftesvil le,VA Method: 2-1/4" HSA Total Depth 25.0' Elegy GS: 519.0' Logged by: JW Completion Date: January 11,2017 31 ow Counts/ N PP % %Elev. Depth DESCRIPTION(USCS) LL PI REMARKSRecovery(%) Value (tsf) Fines H2O From auger cuttings Elastic SILT with Sand MH):red-brown,fine grained,damp(Si) roc 515— From auger cuttings:Silty SAND(SM): red-brown,fine to coarse grained,miceasous,damp5—:: (s2) ow 510- 104' cc 505- MI 0 CD Oil 0 o 500— u, 20 • Fe' Lj 495— a_ alb 2 - 25 ••••••••• Boring terminated at 25 feet. Ui0 0 ors Draper Aden Associates AP-02 of 1)tur00.1"1.18 NrVIP Engineering • Surveying • Environmental Services Client: The Gaines Group, PLC Project No.: 16020363-010202 Prc:ject: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA m dhod: 2-1/4" HSA Total Depth 25.0' Eta/GS: 517.0' Logged by: JW Completion Data January 11,2017 3low Counts/ N PP "Yo %Elev. Depth DESCRIPTION(USCS) LL PI REMARKStoRecovery(%) Value (tsf) Fines HO From auger cuttings:Elastic SILT with Sand MH):red-brown,fine grained,damp(S1) 515— From auger cuttings:Silty SAND(SM): red-brown,fine to coa-se grai ned,mi caseous,damp 5—:.:••• (s2) 510— 505— ass 15—:• or 0I 500— or 0 0 0 w 20— ow cc 0 495— 0 as re Li(ji a. aim Boring terminated at 25 feet. 0 Draper Aden Associates AP-03 of 1)iftigoo."01 mic:p1P Engineering • Surveying • Environmental Services Cliit: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: Houff Drilling, Inc. Location: Charlottesville,VA method: 2-1/4" HSA Total Depth 25.0' Elev GS: 516.0' Logged by: JW Completion Date: January 11,2017 3low Counts/ N PP % % art Elev. Depth DESCRIPTION(USCS) Recovery(%) Value (tsf) Fines H20 LL PI REMARKS From auger cuttings:Elastic SILT with Sand 515—MH):red-brown,fine grained,damp(SI) From auger cuttings:Silty SAND(SM): red-brown,fine to coarse grained,micaceous,damp s2) 510— 1 0— it 505— WA 500— _•: o o eta w 20—••.'. 495— ova -,± 1 ire r. CD a. 0 Boring terminated at 25 feet. Draper Aden Associates H( 1X01 Engineering • Surveying • Environmental Services rir client: The Gaines Group, PLC Project No.: 16020363-010202 Project: Better Living Berkmar Drive Driller: - us Location: Charlottesville,VA Method: 3" Hand Auger Total Depth 4.0' Elev GS 517.0' Logged by: JW Completion Date January 5,2017 Elev. Depth Blow Counts/ N PP % % LL PI REMARKSePDESCRIPTION(USCS)Recovery(/°) Value (tsf) Fines H2O Elastic SILT with Sand(MH):red-brown,fine grained sand,damp(S1) au 515— - Silty SAND(SM):brown,fine to medium grained sand,damp(S2) Infiltration run at 4' Auger terminated at 4 feet. rr ism rr ar I- W aa Emit Q C7 N0OJ WJJ NW OJ U 0 J IN coW Ui Wm HaU, x U W N 0 W 0 rr rr rr r. APPENDIX Section III In-Situ Infiltration Test Results ais 11111 0 \ 0 .- )wL « 4 aa)d o G j f } k oauz §B k w w & w w I § a e ƒ , _ f 0 - e m » . f . > 2 » % 2 W i n co CO co 2 + . a 6 CV Q 0 : a •• 2 CO 2 2 2 2 8 k k .8 L 5 2 . % » I °: 5 e » . g ) co g § a . k - / § \ \ \ a) 0 2 0 f: •' ' ,- - w a 0 z Ili ) ] ( c c = m co o l » k § § § @ . 0 0 0 0 0 Y a a I d ± L ) ° 2 j \ o \ o ui a •CV § r i k o § § Z k / / o \ \ \ \ 2 2 2 2 a 0 M \ CI 0 I E_^c E i6 x ICI w i i i c t ow 2 2 f zI— a 0 UO S S S S o S MINI M ® CO @ & q Q a 0 -.I CI k 3E ma U ,— o 6 k / A or I'D m co 2 . j / \ / \ / § § / / E o $ $ _ - z z a c i3w I C C C c > a 2k m m lir an INN o-) co Off) n U0 co O O O O O W• to al Ce a G) O O COO7coCOco fus Z C N N p y N Z O O C O O O y '+• w y a 7 C c c t v t O co N z, '- d a+ 9 > 3 O 2 C CD ,- O N N N O (O C M M M OW T j C (7) N > RI N N N N O O O O O ' p E c) 3 m a w CC 0 Aorp3O) O U ``L y y ` P° m L v` Y v o 0 0 0 0 0 H >, y O C d W W W W W W 0 N Cl) > 2 N 0) N U) OD co U) p CO O M CO CO CO CD y "' w 7 E • Vi M N N NCOv 11.1 O f0 N113 73 C CNC CO C1D CO i U) O) U Et C C 0 O O O O O U) .. o 'E O O O C O O Y o N Eiimo O Y U' I L Y 0 0 0 0 0 00a H co N.-a 0 v Ute) v v v RI . re c o EDII G C) C.) 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N a0 O M N CO CO a- o0 W NSZ Z r 0 0 a' J E C H C C C 0co 0 0 •. a` p m _ mp mp co as is N- N- k \ \ o 0 o 0 o 0 I e ma J j co co to up _ co ell Q k k R CO CO § CO z § a 0 6 0 0 o 0 a S. .0 a k U) » .- \ - No 2 2 0 6 n r- f co ¥ c ., + 2 e § \ » f / 7 I e - ' 2 o S CO 0 J § F t CO, a = era t \ Y 0 0 0 0 0 0 I t 5 e 2 w § E E § 7 & f { 0 g 0 0 7 0 2 % 7 u ?Co & & & ,_ & I– ) $ a ; \ W I § k ) k co «N ( m « o c d G 0 a 0 0 a- E 0 o 0 o 0 0 Y k Ti i e ) ° 0 0 0 0 0 0 R R o g oOMmR Q 2k & k g C) 03 o Zso 6 o P P \ S \ 2 § 2 \ 2 0 J N n ET a 0 6 ± P I W i i 2 2 u) a E m 2 f z 2I- 0. 0 it k 3 ( 0 S 0 0 0 0 0 c 6 4 Tr co co co (N n amI f . q k E 75koo WI co / m } c,D m m m 00 00 00 00 00 00 o1 ' o co 00 o ,- 00 a) (fl• £ k » 22 - = c CO V") 2 \B . 2 Ns z z $ 0 o to I c g Cl c C > m 0 2 2 2 me se rr Amoozemeter Data Sheet Draper Aden ssoLia' t s Project:Berkmar Better Living By: JW 1s Job Number: 16020363-010202 Air Temp(F')Initial: 40's Date:1/5/2017 Final: Permeameter#: 81207 Water Source Soil Moisture Content(%): Modifications:int Borehole#: HA-1 Set-Up Calculation Actual Water LevelweHoleDepth(cm): I. 122 Distance from bottom of bubble tube to soil initial:15 surface(cm): 9 final:15 ow Desired Water Depth in Hole(cm): 15 CHT Tube setting(cm): 116 Outflow Chamber(s)used: 1:1"1 On"Setting I0"2 On"Setting we Associated Conversion Factor) 20.0 cm2 105.0 cm2 Reservoir Outflow Clock Saturated Hydraulic ConductivityElapsedTimeOutflow(Q) NI Reading Drop in Water Level Chamber Time Ksat) cm) cm) C.F.) (hr:min) min) cm3/hr) cm/hr) in/hr) Example: 32 4.9 20 8:00 AM 15 392.0 0.344 0.135 me 28.5 Start (T=0) 105.0 2:32 PM 1 27.4 1.1 105.0 2:33 PM 1 6930.0 6.076 2.392 w 26.2 1.2 105.0 2:34 PM 1 7560.0 6.628 2.610 25 1.2 105.0 2:35 PM 1 7560.0 6.628 2.610 23.7 1.3 105.0 2:36 PM 1 8190.0 7.181 2.827 re we ow Acceptable Infiltration:0.52-8.27 Edit to include at least 3 Mean Ksat:2.610 r in/hr consecutive readings) Standard Dev:0.178 Saturated Hydraulic Conductivity Class: High Ksat=Q[Binh^-1*(4/r)-sgrt((r/H)^2)+1)+(r/H)]/(2pi(H^2)) Q=(AH*CF)/T es r=borehole radius= 4.13 cm H=constant head in borehole 15 cm gni ill rr tw ON ari MIN r APPENDIX Section IV Laboratory Test Results mei oia gni la Soil Classification Calculations P` Draper Aden Associates Better Living Berkmar Drive DAA# 16020363-010202 8090 Villa Park Dr. Richmond,VA 23228 Prepared By: RJL Sample ID BH-02 Sample Recieved: 1/11/2017 Sample Depth 6'-8' Date Test Performed: 1/12/2017 Visual Sample Description Red-brown Silty SAND Natural Moisture Content: ASTM D 2216 Pan ID 11 Pan Wt 187.50 grams Pan + Soil (wet)293.50 grams401 Pan + Soil (dry)283.66 grams Natural Moisture Content 10.2% Coarse or Fine Grained: ASTM D 422 Pan +Soil retained on No. 200 sieve dry)247.06 grams Percent Passing No. 200 Sieve 38.1% Pan +Soil retained on No. 4 sieve dry) 187.50 grams Percent Passing No. 4 Sieve 100.0% Soil Classifies as Coarse-Grained Soil Sample Recieved: 1/11/2017 Atterberg Limits: ASTM D 4318 Date Test Performed: 1/16/2017 Liquid Limit No of Blows 17 28 34 Pan ID 92 98 102 Pan Wt 25.65 30.42 23.98 Pan + Soil (wet) 39.39 40.28 35.39 Pan + Soil (dry) 33.77 36.42 31.08 Moisture Content 69.3% 64.3% 60.7% Liquid Limit 66 65 63 Liquid Limit 65 Plastic Limit Pan ID 313 314 Pan Weight 9.13 9.12 Pan +Soil (wet) 19.66 18.89 Pan + Soil (dry) 16.67 16.10 Moisture Content 39.7% 40.0% Plastic Limit 40 Plastic Index 25 Air USCS Classification: ASTM D 2487 Group Symbol SM Group Name Silty SAND rr r Grain Size Distribution Calculations Better Living Berkmar Drive Draper Aden Associates DAA# 16020363-010202 Hlacks u, •Richmond,vi gin ia G.n inerh+urreging+fr',nrironmrnrd Sercics ar Prepared By: RJL Sample ID BH-02 Sample Depth 6'-8' e Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0% 3/4" 0.00 0.0% 19.0 100.0% 1/2" 0.00 0.0% 12.5 100.0% 3/8" 0.00 0.0% 9.5 100.0% No. 4 0.00 0.0% 4.75 100.0% No. 10 0.03 0.0% 2.0 100.0% No. 40 1.96 2.0% 0.425 97.9% No. 100 28.07 29.2% 0.15 68.7% No. 200 28.74 29.9% 0.075 38.9% Pan 0.72 0.7% Total 59.52 61.1% Sieve Analysis Gravel Sand Silt &Clay ime 100.0% 90.0% 80.0% 70.0% a) 60.0% S N 50.0% 40.0% v d 30.0% °- 20.0% 10.0% 0.0% 100.0 10.0 1.0 0.1 0.0 Sieve Size, mm Soil Classification Calculations a Draper Aden Associates Eugnvarirg.:Plnrsaing.7;'mrzrordnanin7 narx.:Better Living Berkmar Drive 8090 Villa Park Dr. DAA# 16020363-010202 Richmond,VA 23228 Prepared By: RJL Sample ID BH-03 Sample Recieved: 1/6/2017 Sample Depth 0-10'Date Test Performed: 1/9/2016 Visual Sample Description Brown Clayey SAND eaNaturalMoisture Content: ASTM D 2216 Pan ID 35 Pan Wt 192.72 grams Pan + Soil (wet)381.49 grams Pan +Soil (dry)369.02 grams Natural Moisture Content 7.1% Coarse or Fine Grained: ASTM D 422 Pan + Soil retained on No. 200 sieve dry)293.93 grams ra Percent Passing No. 200 Sieve 42.6% Pan + Soil retained on No. 4 sieve dry) 192.72 grams Percent Passing No. 4 Sieve 100.0% rr Soil Classifies as Coarse-Grained Soil Sample Recieved: 1/6/2017 Atterberg Limits: ASTM D 4318 Date Test Performed: 1/9/2017 Liquid Limit No of Blows 15 26 31 Pan ID 112 312 350 Pan Wt 13.82 13.99 14.02 Pan + Soil (wet) 28.13 26.15 28.18 Pan + Soil (dry) 22.91 22.00 23.52 Moisture Content 57.4% 51.8% 49.1% Liquid Limit 54 52 50 Liquid Limit 52 Plastic Limit Pan ID 76 82 Pan Weight 4.22 4.23 Pan +Soil (wet) 14.41 15.26 Pan + Soil (dry) 12.40 13.09 Moisture Content 24.6% 24.5% Plastic Limit 25 Plastic Index 27 USCS Classification: ASTM D 2487 Group Symbol SC Group Name Clayey SAND Grain Size Distribution Calculations G. Better Living Berkmar Drive Draper Aden Associates Blacksburg•Richmond,Virginia DAA# 16020363-010202 G:nginerrin,•ln4}C}13lk•1'.n+ironm.r,tal Ser icc Prepared By: RJL Sample ID BH-03 Sample Depth 0-10' Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0% 3/4" 0.00 0.0% 19.0 100.0% 1/2" 0.00 0.0% 12.5 100.0% 3/8" 0.00 0.0% 9.5 100.0% No. 4 0.00 0.0% 4.75 100.0% as No. 10 4.36 2.5% 2.0 97.5% No. 40 31.33 17.8% 0.425 79.8% No. 100 41.44 23.5% 0.15 56.3% No. 200 23.40 13.3% 0.075 43.0% Pan 0.57 0.3% Total 101.10 57.0% Sieve Analysis Gravel Sand Silt &Clay 100.0% 90.0% 80.0% 70.0% as 60.0% .__ N 50.0% a 40.0% 30.0% a- 20.0% 10.0% 0.0% 100.0 10.0 1.0 0.1 0.0 Sieve Size, mm Proctor Test Report Q Better Living Berkmar Drive Draper Aden Associates DAA# 16020363-010202 Blacksburg•Richmond,Virginia Engineering,•Survey in:;• Fnsironmenial Services Prepared by RJL Soil and Test Method Data Sample ID BH-03 Sample Recieved: 1/6/2017 Sample Depth 0-10' Date Test Performed: 1/10/2017 e Sample Classification Clayey SAND USCS Group Symbol SC Test Method ASTM D698,Method B,with mechanical hammer r. Sample Preparation Air dried and sieved through a 3/8"sieve. Mold Size, in 4.0 Assumed Specific Gravity: 2.65 Test Data 1 2 3 4 5 Moisture Content 16.1% 17.9% 20.2% 22.1% Dry Density, pcf 101.9 103.9 104.2 100.8 Moisture-Density Curve Maximum Dry Density,pcf=104.6, Optimum Moisture,%=19.3 106.0 rr 105.0 r. 104.0 w a rn 103.0 m 102.0 am 101.0 rr SIM 100.0 15.0% 16.0% 17.0% 18.0% 19.0% 20.0% 21.0% 22.0% 23.0% Moisture Content, % r+. Zero Air Voids +Proctor Points •CBR Points ru um au CBR Test Report Bruce Howard Construction C Draper Aden Associates DAA# 16020363-010202 Blacksburg • Richmond,Virginia or Iingineerina•Surveying• En%ironmenml Services Prepared by RJL re Soil and Test Method Data Sample ID BH-03 Sample Recieved: 1/6/2017 r' Sample Depth 0-10'Date Test Performed: 1/14/2017 Sample Classification Clayey SAND USCS Group Symbol SC Test Method ASTM D1883,compacted with mechanical hammer Sample Preparation Air dried,sieved through a 3/8" sieve and moisture conditioned. r. Soak >96 hours Test Data Compacted Moisture Content 19.7% as Compacted Dry Density 104.4 Percent Compaction 100% Percent Swell 0.7% CBR @ 0.1" 6.6 CBR @ 0.2" 6.6 ini 200.00 - so 180.00 -...... 160.00 - i rr 140.00 -...... y 20.00 - 0. rw y 00.00 -- m cin 80.00 _-- e/ e I me 60.00 40.00 - rr 20.00 0.00 II III III IIIIIII , IIIIII III IIIIIIII I IIIIIIIIIIIiIIIIIII or 0.000 0.100 0.200 0.300 0.400 0.500 0.600 Penetration,in Stress I Corrected penetration @.1"&.2" (if neccessary) No Correction for concavity(if neccesary) ow is rr Soil Classification Calculations Draper Aden Associates Better Living Berkmar Drive DAA# 16020363-010202 8090 Villa Park Dr. Richmond,VA 23228 Prepared By: RJL Sample ID BH-12 Sample Recieved: 1/11/2017 r Sample Depth 2'-4' Date Test Performed: 1/12/2017 Visual Sample Description Red Elastic SILT Natural Moisture Content: ASTM D 2216 Pan ID 30 Pan Wt 193.58 grams Pan + Soil (wet)308.10 grams Pan + Soil (dry)278.73 grams Natural Moisture Content 34.5% Coarse or Fine Grained: ASTM D 422 Pan + Soil retained on No. 200 sieve dry)203.95 grams Percent Passing No. 200 Sieve 87.8% Pan + Soil retained on No. 4 sieve dry) 193.58 grams Percent Passing No.4 Sieve 100.0% r Soil Classifies as Fine-Grained Soil Sample Recieved: 1/11/2017 Atterberg Limits: ASTM D 4318 Date Test Performed: 1/16/2017 Liquid Limit No of Blows 18 26 35 Pan ID 101 107 108 Pan Wt 24.03 25.14 33.17 Pan +Soil (wet) 35.26 37.27 45.33 Pan + Soil (dry) 29.86 31.63 39.87 Moisture Content 92.6% 86.9% 81.6% Liquid Limit 89 87 85 Liquid Limit 88 Plastic Limit N. Pan ID 317 356 Pan Weight 8.08 9.09 Pan + Soil (wet) 18.83 19.73 Pan + Soil (dry) 15.30 16.26 Moisture Content 48.9% 48.4% Plastic Limit 49 Plastic Index 39 USCS Classification: ASTM D 2487 Group Symbol MH Group Name Elastic SILT Grain Size Distribution Calculations 4. Better Living Berkmar Drive Draper Aden Associates Blacksburg chmond.Virgini DAA# 16020363-010202 ringlnsrli,•Sun e}ing E nrimnax ntal Serricas Prepared By: RJL Sample ID BH-12 Sample Depth T-4' fill Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0% 3/4" 0.00 0.0% 19.0 100.0% mos 1/2" 0.00 0.0% 12.5 100.0% 3/8" 0.00 0.0% 9.5 100.0% No. 4 0.00 0.0% 4.75 100.0% No. 10 0.24 0.3% 2.0 99.7% No. 40 0.84 1.0% 0.425 98.7% No. 100 5.12 6.0% 0.15 92.7% No. 200 4.09 4.8% 0.075 87.9% Pan 0.06 0.1% Total 10.35 12.1% Sieve Analysis Gravel Sand 1 Silt& Clay 100.0% 90.0% 80.0% 70.0% a 60.0% c N N 50.0% a 40.0% 30.0% 0- 20.0%20.0% 10.0% 0.0% w 100.0 10.0 1.0 0.1 0.0 Sieve Size, mm w Soil Classification Calculations Draper Aden Associates Better Living Berkmar Drive DAA# 16020363-010202 8090 Villa Park Dr. Richmond,VA 23228 Prepared By: RJL Sample ID BH-15 Sample Recieved: 1/6/2017 Sample Depth 28'-30' Date Test Performed: 1/9/2016 Visual Sample Description Brown Silty SAND Natural Moisture Content: ASTM D 2216 Pan ID 10 Pan Wt 184.31 grams Pan + Soil (wet)338.79 grams Pan +Soil (dry)321.76 grams Natural Moisture Content 12.4% or Coarse or Fine Grained: ASTM D 422 Pan + Soil retained on No. 200 sieve dry)284.23 grams Percent Passing No. 200 Sieve 27.3% Pan + Soil retained on No.4 sieve dry)184.31 grams Percent Passing No. 4 Sieve 100.0% Soil Classifies as Coarse-Grained Soil Sample Recieved: 1/6/2017 Atterberg Limits: ASTM D 4318 Date Test Performed: 1/10/2017 r+ Liquid Limit No of Blows Pan ID Non-Plastic ro„ Pan Wt Pan + Soil (wet) Pan + Soil (dry) Moisture Content Liquid Limit Liquid Limit Plastic Limit Pan ID Pan Weight Non-Plastic Pan +Soil (wet) Pan + Soil (dry) Moisture Content Plastic Limit Plastic Index USCS Classification: ASTM D 2487 Group Symbol SM Group Name Silty SAND Grain Size Distribution Calculations Ca. Better Living Berkmar Drive b Draper"Ade n" Associates iniaDAA# 16020363-010202aimr:,,,,,, r;,,.s„r,t•,;,,•r ,;, ,,,..n,2 Prepared By: RJL Sample ID BH-15 Sample Depth 28'-30' imi Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0% 3/4" 0.00 0.0% 19.0 100.0% 1/2" 0.00 0.0% 12.5 100.0% 3/8" 0.00 0.0% 9.5 100.0% No. 4 0.00 0.0% 4.75 100.0% No. 10 1.14 0.8% 2.0 99.2% No. 40 17.04 12.4% 0.425 86.8% No. 100 55.18 40.1% 0.15 46.6%Me No. 200 25.60 18.6% 0.075 28.0% Pan 0.95 0.7% Total 99.91 72.0% Sieve Analysis Gravel I Sand I Silt &Clay a• 100.0% 90.0% rr 80.0% 70.0% a) 60.0% .= U! N 50.0% a c 40.0% v L d 30.0% a 20.0% 10.0% 0.0% 100.0 10.0 1.0 0.1 0.0a• Sieve Size, mm NI r. r APPENDIX Section V Geotechnical Test Methods 11. Mill ems Draper Aden Associates Blacksburg•Richmond,Virginia am Engineering•Snrvcying•Environmental Services Standard Penetration Test re Split Spoon Sampling is an in-situ technique of obtaining samples of both cohesive and cohesionless soils. The sample is taken by actually driving the split spoon sampler into the "undisturbed" soil at the bottom of the bore hole. The bore hole is advanced using a hollow stem auger. a" The Split Spoon Sampler is made up of a split steel barrel with a ball check valve in the head for venting and a hardened steel shoe for driving. A spring sample retainer is used between the shoe and the barrel to retain any loose or flowing materials. After the sampler is driven, the head and the shoe are removed and the barrel opens into two s halves exposing the entire sample. The use of a 140 lb. drive weight falling freely 30" to drive the 2" O.D. (1-3/ 8" I.D.) split spoon sampler a r distance of one foot is known as the Standard Penetration Test. Once the sampler is lowered to the bottom of the borehole, the sampler is driven continuously for 18". The number of blows required by the 140 lb. weight to drive the sampler is recorded. Separate counts are made for the second 6" and the third 6" with the first 6" considered to be seating the sampler. An N-Value is obtained by adding the second and third 6" intervals and recorded. The N-Value correlation is shown below: Standard Penetration Test Diagram 140 b.Drive Weight e 30"Drive Weight FreeFa II Distance as 3-1/4"Hollow Stem Auger so Soil Strength Relative Density Consistency r Coarse Grained Soil,SAND Fine Grained Soil,SILT or CLAY N-Value Relative Density N-Value Relative Density 0-4 Very Loose 0-1 Very Soft a 5-10 Loose 2-4 Soft 5-8 Medium Stiff1130MediumDense 31-50 Dense 9-15 Stiff z O.D.Spit Spoon Samper 50 Very Dense 16-29 Very Stiff inundsturbedsdl 29 Hard m SPT performed in accordance with ASTM D1586, Standard Method for Penetration Test and Split-Barrel Sampling of Soils. ADraper Aden. Associates Blacksburg•Richmond,Virginia 1,,', ecrinn•Surveying•Environmental Services Moisture Content Naturally occurring soils nearly always contain water as part of their structure. The moisture content of a soil is assumed NO to be the amount of water within the pore space between the soil grains which is removable by oven drying at 110°C, expressed as a percentage of the mass of dry soil. By 'dry' is meant the result of oven drying at that temperature to constant mass,usually for a period of about 12-14 hours.In non-cohesive granular soils,this procedure removes all water present. There are several ways in which water is held in cohesive soils, which contain clay minerals existing as plate-like particles of less than 2 m across. The shape and very small size of these particles, and their chemical composition, enable them to combine with or hold on to water by several complex means as follows: ra 1) Adsorbed water is held on the surface of the particle by powerful forces of electrical attraction and virtually in a solid state.This water cannot be removed by oven drying at 110°C,and may,therefore,be considered a part of the solid soil grain. i. 2) Water which is not so tightly held and can be removed by oven drying,but not by air drying. r 3) Capillary water,held by surface tension,generally removable by air drying. 4) Gravitational water,which can move within the voids between soil grains,is removable by drainage. 5) Chemically combined water,in the form of water of hydration within the crystal structure.Except for gypsum,and some tropical clays,this water is not generally removable by oven drying. r Moisture content is usually expressed as a percentage, always on the basis of oven-dry mass of soil.The equation for the determination of moisture content is: r w(%)=-x100 Md where , urr m W = mass of water removed at 110°C. and =mass of dried soil r The following ASTM(American Society for Testing and Materials)apply to moisture content determinations: ASTM D2216-90 Laboratory Determination of Water Content of Soil and Rock ASTM D4959-89 Determination of Water Content of Soil By Direct Heating Method ASTM D4643-87 Determination of Water Content of Soil by the Microwave Oven Method ASTM D3017-88 Water Content of Soil and Rock in Place by Nuclear Methods rr r.. r Moisture Content MI Draper Aden Associates Blacksburg•Richmond,Virginia 1'.ngineecing•Sur‘eying•Em•itonmental Serc>ices Particle Distribution A soil consists of an assemblage of discrete particles of various shapes and sizes. The object of a particle size analysis is to group these particles into separate ranges of sizes, and so determine the relative proportions, by dry weight, of each sizeor range. Particle size analyses consist of two separate and quite different procedures in order to span the very wide range of particle sizes which are encountered.These are sieving and sedimentation procedures. Sieving is used for gravel and sand size coarse) particles, which can be separated into different size ranges•with a series of standard aperture openings. Sieving cannot be used for the very much smaller silt and clay size (fine) particles, so a sedimentation procedure is used instead. Measurements of the density of the suspension are made using a hydrometer. For soils containing both coarse and fine particles, composite tests using both sieving and sedimentation methods may be used if a full particle size distribution analyses is required. Particle size testing can range from a simple sieving test on a clean' sand and gravel,to elaborate composite tests on clay-silt-sand-gravel mixtures. Presentation of particle size distribution data may include a table showing the percentages, by dry weight, of particles finer than certain standard sizes and may include a graphical presentation of the percentages plotted against the particle size on a logarithmic scale.An example of the graphical presentation with respective particle sizes follows: Sieve Analysis 76mm 4.75mm 75µm 51.1m 4 Gravel I Sand I Silt I Clay l 1111 ' room= 1111= 1111= 100.0%1111= IIIINNOWI1111 Ell 111111111= 1111 E IIII 1111 11111= 1111= 1111 9°-°0/0 1111• 11 MINIM= 1111=11•180.0%MINIM1111 \11111 1111 111111M11 1111 1111 11111 1111 1111=1111= II11 NII 70.0%11111E11N 1111 M 11111= 1111 1111 M 1111 IIII IIIMI= 1111 1111= 60•0°A) ci 1111 1111 III1 1111 1111 a 1111 1111 1111 111 1111 50.00k }.1111 II11 1111\ 1111= IIII MIll a I111 O. 1111 MI 1111111.1=0111111.1 111111.1M140.0 /°1111 111M 1111 MIN 1111=11111 1. 1111 30. 0%1111= II11 1111 I 1111 IIII MIME 1111 MIN 1111 IN11111 Ell 1111 20. 0%111111•1•1I111 m 1111 mi mum= 1111 111111 IIIII1 1111 11111 111111 111111 111II1111=11111 MII11111 MIIIIII IIM 1 0.0%111111 IIII11 11111 111111 N11111111 1111 0. 0%1 00 1 0 1 0.1 0.01 0.001 Sieve Size, mm Particle size analyses are performed in accordance with ASTM D422-63, Standard Test Method for Particle-Size rrAnalysis of Soils or ASTM Cl36-84,Standard Method for Sieve Analysis of Fine and Coarse Aggregates.rr rr Particle Distribution Draper Aden Associates Atterberg Limits Blacksburg•Richmond,Virginia Engineering•Surveying•Fnvironmrntal Services The condition of a clay soil can be altered by changing the moisture content; the softening of clay by the addition of water is a well known example. For every clay soil there is a range of moisture contents within which the clay is of a plastic consistency,and the Atterberg limits provide a means of measuring and describing the plasticity range in numerical terms. If sufficient water is mixed with a clay, it can be made into a slurry, which behaves as a viscous liquid. This is known as the `liquid' state. If the moisture content is gradually reduced by allowing it to dry out slowly, the clay eventually begins to hold together and to offer some resistance to deformation;this is the `plastic' state.With further loss of water the clay shrinks and the stiffness increases until there is little plasticity left, and the clay becomes brittle; this is the `semi-solid' state. As drying continues, the clay continues to shrink in proportion to the amount of water lost, until it reaches the minimum volume attainable by this process. Beyond that point further drying results in no further decrease in volume, and this is called the solid' state. rr These four states,or phases, are shown diagrammatically below.The change from one phase to the next is not observable as a precise boundary, but takes place as a gradual transition. Nevertheless three arbitrary but specific boundaries have been established empirically, as indicated below, and are universally recognized. The moisture contents at these boundaries arer` known as the Liquid Limit(LL),Plastic Limit(PL)and the Shrinkage Limit(SL). The moisture content range between the PL and the LL is known as the Plastic Index (PI), and is a measure of the plasticity of the clay.Cohesionless soils have no plasticity phase, so their PI is zero. Solid State Semi-solid Plastic State Liquid State State Moisture Content Increasing Dry Shrinkage Plastic Liquid s it Limit Limit Limiti• SL PL LL Plastic Index PI dill Atterberg limits are performed in accordance with ASTM D4318-84, Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils. rr am rr Atterberg Limits Gam Draper Aden. Associates Blacksburg•Richmond,Virginia hneinecting•Surveying•En iummental Ser ices Moisture Density Relationships Compaction of soil is the process by which the solid soil particles are packed more closely together by mechanical means, thus increasing the dry density. It is achieved through the reduction of air voids in the soil, with little or no reduction in the water content. The air voids cannot be eliminated altogether by compaction,but with proper control they can be reduced to a minimum.The effect of the amount of water present in a fine-grained soil on its compaction characteristics is significant. At low moisture content the soil grains are surrounded by a thin film of water, which tends to keep the grains apart even when compacted. If the moisture content is increased, the additional water enables the grains to be more easily compacted together. Some of the air is displaced and the dry density is increased. The addition of more water, up to a certain point, M enables more air to be expelled during compaction. At that point the soil grains become as closely packed together as they can be under application of a specific compactive effort. When water exceeds that required to achieve this condition, the excess water begins to displace the soil particles so that the dry density is reduced.At higher moisture contents little or no more air is rir expelled and the resulting dry density continues to decrease. At each stage the compacted dry density is calculated and plotted against moisture content, a graph similar to that presented below. This graph is the `moisture-density relationship' curve. The moisture content at which the greatest value of dry density is reached for the given amount of compaction is the optimum moisture content and the corresponding dry density is the maximum dry density. A moisture-density relationship curve is not complete without the addition of a zero air voids line.A zero air voids line is a linecurve showing the dry density-moisture content relation for a soil theoretically containing zero air voids. It is impossible for a point on a compaction curve to lie to the right of this line,whatever the degree of compactive effort applied. rrt 120 Gr vel Sa , Clay 110 Sa y Zero Air Voids Clay Curve 100 San lean Sand 90 ME Heavy Clay Silt rr 80 0 10 20 30 Moisture Content, Compaction Curves for Typical Soilsw Compaction tests arep performed in accordance with ASTM D698-91, Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbs) and ASTM D1557-91, Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort(56,000 ft-lbs). lrr Compaction 1111 Draper Aden Associates Blacksburg•Richmond,Virginia En sneering•Surveying•Envimemental Services California Bearing Ratio The California Bearing Ratio (CBR) test is an empirical test for estimating the bearing value of highway sub-bases and or subgrades. The test follows a standardized procedure which includes pushing a plunger into the soil at a fixed rate of penetration and measuring the force required to maintain that rate. From the resulting load vs. penetration relationship, the CBR value can be derived. It is important to appreciate that this test, being of an empirical nature, is valid only for the application for which it was developed,ie.the design of pavement cross sections. A CBR test is normally carried out on a sample of soil which reproduces as closely as possible the conditions likely to occur in the field. If the in-situ density and moisture content are known, a test specimen can be prepared to fulfill these rr conditions. However, specifications for road embankments and sub-bases are often worded in terms of a permitted moisture content range and acceptable density range. The CBR value for a specific soil depends upon its in place dry density and moisture content. t" A typical CBR test consists of determining the moisture-density relationship for the specific soil to be tested. Once the maximum dry density and optimum moisture content are determined, the soil is compacted into a 6" diameter mold at a minimum density of 97% near the optimum moisture content. A surcharge weight equivalent to about 50psf is placed on top of the compacted sample. The sample is then submerged for a period of 4 days and allowed to swell. The sample is removed from the water bath and the penetration resistance is determined using a constant rate shear test. The load-penetration relationship is drawn as a graph and the CBR value is determined as follows: CBR— Force @ 0.10" Penetration Standard Force = 1000psi An assumed failure mechanism beneath the CBR plunger is presented below: irr fi 10Ib j Surcharge 11FSCBR 2%.Y 0//%/,%A Plunger 2222 ;;;%22, V a y, F Pia*t!...•.. 6" CBR tests are performed in accordance with ASTM D1883, Test Method for CBR of Laboratory Compacted Soils or Virginia Test Method,VTM-8,Conducting California Bearing Ratio Tests. MO MIN CBR Test