REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ANALYSIS FREEDOM LANE PROJECT PHASE 1 WYTHEVILLE, VIRGINIA ECS REPORT NO.

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1 REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ANALYSIS FREEDOM LANE PROJECT PHASE 1 WYTHEVILLE, VIRGINIA ECS REPORT NO. 1:44

2 TABLE OF CONTENTS Report of Subsurface Exploration and Geotechnical Analysis Freedom Lane Project Phase 1 Wytheville, Virginia ECS Project No. 1:44 SCOPE OF SERVICES... 1 PROJECT CHARACTERISTICS... SUBSURFACE EXPLORATION PROCEDURES... LABORATORY TESTING PROGRAM... 3 SITE AND SUBSURFACE CONDITIONS... 3 SITE CONDITIONS... 3 SITE GEOLOGY... 4 SOIL CONDITIONS... 4 GROUNDWATER OBSERVATIONS... 6 ANALYSIS AND RECOMMENDATIONS... 6 FOUNDATIONS... FLOOR SLAB DESIGN... DRAINAGE... 9 SEISMIC CONSIDERATIONS... 9 BELOW-GRADE WALLS... 9 SUBGRADE PREPARATION AND EARTHWORK OPERATIONS SLOPE DESIGN AND CONSTRUCTION... 1 EXTERIOR PAVEMENTS... 1 ROCK EXCAVATION CONSTRUCTION CONSIDERATIONS CLOSING... 14

3 Mr. Colin Arnold, AIA, LEED AP C/o Mr. Marcus Brown, AIA, NCARB, LEED AP Community Housing Partners Design Studio 44 Depot Street N.E. Christiansburg, Virginia 43 December 3, 1 ECS Project No. 1:44 Reference: Report of Subsurface Exploration and Geotechnical Services Freedom Lane Project Phase 1 46 Peppers Ferry Road Wytheville, Virginia Dear Mr. Brown: ECS Mid-Atlantic, LLC (ECS) is pleased to submit this Report of Subsurface Exploration and Geotechnical Analysis for the above-referenced project. Our services have been provided in accordance with ECS Proposal No P dated October 6, 1. This report is the final geotechnical report for Phase 1 of the project supplementing our preliminary geotechnical report ECS Project No. 4, dated September 4, 14. The report includes the results of the soil test borings, laboratory analysis, and geotechnical recommendations for this project. SCOPE OF SERVICES The conclusions and recommendations contained in this report are based upon the results of our field exploration. Our exploration consisted of a site visit by an engineer and eight soil test borings drilled to depths of up to 1. feet below the existing ground surface. Laboratory testing performed on several representative samples obtained during the field exploration aided in the evaluation of the field data. The borings were located in the field by an engineer from our office by utilizing Trimble GPS equipment while referencing Google Earth aerial imaging (showing desired boring locations provided by your office). The boring locations shown on Figure and the existing ground surface elevations depicted on the boring logs, which are provided in the Appendix of this report, should be considered approximate. The recommendations contained herein were developed from our interpretation of the subsurface data obtained from the soil test borings. The borings indicate subsurface conditions at specific locations at the time of the exploration. If, during the course of construction, variations appear evident, the geotechnical engineer should be informed so that the conditions can be addressed.

4 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page Design recommendations were developed based on building design criteria considered typical for this type of structure and the specific information provided. Should structural loading characteristics differ from those discussed herein, ECS should be contacted for review of these conditions and possible revisions to the recommendations of this report. PROJECT CHARACTERISTICS Initial project information was provided during our preliminary geotechnical exploration for the site (ECS Project No. 1:4). We have also recently been provided with preliminary site development plans for Phase 1 of the project, prepared by Gay and Neel, Inc. and dated April 1, 1, as well as an updated Sheet C-1 on October, 1, which clarifies the footprint of the clubhouse building. Based on discussions with you and the updated plans, we understand that this phase of the project will consist of the construction of three duplex residential buildings, six triplex residential buildings, and a clubhouse building. The buildings will be single-story, wood-framed structures supported by shallow spread footings and grade slabs. The site development will include access roads and parking stalls, utility installation, and storm water installation. Based on the preliminary grading plans, the site building pads on the northern side of the access drive will generally be cut to grade, on the order of approximately to feet, and the building pads on the southern side will be filled to grade, on the order of to feet. Utilities profiles to determine excavation depths are not yet available; however, it appears that majority of utility trenches will coincide with the alignment of the access road, of within proposed fill areas leading toward the storm water management facility south of the current development phase. Subsurface Exploration Procedures To characterize the general subsurface conditions, eight additional soil test borings (B- through B-1) were performed within the limits of the proposed construction, in addition to seven previous soil test borings (B-1 through B-) performed for our preliminary exploration. The borings were performed with ATV-mounted drilling equipment utilizing continuous-flight, hollow stem augers (HSA) to advance the boreholes to their scheduled depths or auger refusal. Drilling fluid was not used in this process. Representative samples were obtained by means of the split-barrel sampling procedure in accordance with ASTM Specification D16. In this procedure, a -inch O.D., split-barrel sampler is driven into the soil a distance of inches by a 14-pound hammer falling 3 inches. The number of blows required to drive the sampler through a 1-inch interval is termed the Standard Penetration Test (SPT) N-value and is indicated for each sample on the boring logs. This N-value can be used as a qualitative indication of the in-place relative density of cohesionless soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication is qualitative, since many factors can significantly affect the Standard Penetration resistance value and prevent a direct correlation between drill crews, drill rigs,

5 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 3 drilling procedures, and hammer-rod sampler assemblies. Samples were obtained at.-foot intervals in the upper feet of the boring, and at -foot intervals thereafter. After recovery, representative portions of each soil sample were removed from the sampler and sealed in glass jars. The samples were taken to our laboratory in Roanoke, Virginia for visual classification and laboratory testing. Laboratory Testing Program Representative soil samples were selected and tested in our laboratory to substantiate visual classifications and to aid in the estimation of pertinent engineering properties. The laboratory testing program included natural moisture content tests (ASTM D16), percent passing the No. sieve tests (ASTM D114), Expansive Index of Soils tests (ASTM D49), and Atterberg Limits tests (ASTM D43). Standard Proctor tests (ASTM D69 / VTM-1) and California Bearing Ratio (CBR) tests (D3 / VTM-) were performed on one bulk soil sample. The results of all laboratory testing conducted are included in the Appendix of this report. An experienced engineer visually classified each soil sample on the basis of texture and plasticity (ASTM D4) and identified each soil sample using the classification group symbols and names as prescribed in the Unified Soil Classification System (USCS) (ASTM D4). A brief explanation of the USCS is included with this report. The engineer grouped the various soil types into the major strata noted on the boring logs. The stratification lines designating the interfaces between earth materials on the boring logs are approximate; in-situ, the transitions may be gradual. The soil samples will be retained in our laboratory for a period of 6 days, after which, they will be discarded unless other instructions are received as to their disposition. SITE AND SUBSURFACE CONDITIONS Site Conditions The subject site is an approximate 9-acre parcel [Wythe County Tax map Parcel 41A-(1)-4E], located at or near the address of 46 Peppers Ferry Road, in Wytheville, Virginia. The borings were located in select proposed building layouts throughout the site (see Figure ). At the time of our visit, the majority of the subject site was open, vacant, and covered with maintained grass. Specifically, the subject site is bounded by an industrial building and property to the north; by woods to the east; by private residential property to the south; and by Peppers Ferry Road to the west.

6 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 4 Based on our elevation data obtained at the boring locations, utilizing GPS equipment and existing grades generally fall from northwest to southeast across the site, on the order of about eight feet. However, it is noted that greater relief may exist across the site than what was measured using GPS equipment. Site Geology Based on our review of the Digital Representation of the 1993 Geologic Map of Virginia (3), the project site appears to be underlain by the Cambrian-aged Conococheague Formation ( co) of the Valley and Ridge Physiographic and Geologic Province of Southwestern Virginia. The formation primarily consists of limestone, dolostone, and calcareous sandstone. Mudstones (shales and siltstones) may also be present. Carbonate materials, within the local geology, solution in slightly acidic groundwater over long periods of time, resulting in loss of rock material. The solution process typically occurs along planes of more soluble material and causes the formation of interconnected seams and cavities within the carbonate formations. The rate of solutioning is also affected by rates of groundwater flow and groundwater chemistry. These seams and cavities are frequently filled with soft material which has not dissolved or materials that have infiltrated into the seam or cavity from above. Sinkholes, or karst features, can result from the collapse of material bridging over the top of caverns formed during the solution process. The presence of carbonate rock formations can also result in highly irregular rock surfaces over short distances. Geologic mapping indicates that there is potential for sinkhole development within the project vicinity. However, based on the conditions observed at the project site and in the borings, we qualify the hazard of sinkhole development as low for any proposed development. The boundary between soil and rock is not sharply defined. A transitional zone termed "highly weathered rock" (HWR hereafter), is normally found overlying the parent bedrock. HWR is defined, for engineering purposes, as residual material with Standard Penetration resistance greater than blows per foot (bpf). Because weathering is facilitated by fractures, joints, and the presence of less resistant rock types, the profile of the HWR and bedrock is typically irregular and erratic, even over short horizontal distances. Also, it is not unusual to find lenses and natural boulders of hard rock floating in zones of HWR within the soil mantle, well above the general bedrock level. Soil Conditions Based on the borings, the subsurface conditions at the site primarily consist of residual cohesive soils (clays) and isolated existing fill soils, overlying relatively to moderately shallow, carbonate bedrock. Soil conditions were generally similar to those encountered during our preliminary exploration.

7 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page Topsoil depths at the recent boring locations were measured to range from approximately 3 to 6 inches in thickness, with an approximate average of 4 inches. Depths of surficial materials may vary in unexplored areas. Below the topsoil, residual soils were encountered in borings B-9, B-, and B-13 until either the auger refusal or the boring was terminated. Below the fill layer in borings B-, B-11, B-1, B-14, and B-1 residual soils were encountered until auger refusal or the boring was terminated. These soils generally consist of orange-tan-brown, FAT CLAY (CH), with varying concentrations of fine sand and differentially-weathered rock fragments. SPT N-values in these soils ranged from 4 bpf to 14 bpf, with an approximate average N-value of bpf, indicating a medium stiff consistency. Below the topsoil in borings B-, B-11, B-1, B-14, and B-1 existing fill which consisted of FAT CLAY (CH) containing varying amounts of sand, rock fragments, roots, asphalt fragments, and construction debris, was encountered to an approximate depth of one to four feet below existing grade. SPT N-values in these materials ranged from bpf to 1 bpf. The samples obtained appeared to be adequate quality material; however, pockets of unsuitable material may be present. HWR, which has been defined previously, was encountered at depths of 1 and 6 feet below existing grades in Borings B- and B-13, respectively. Hard rock, which is defined by the depth of auger refusal, was encountered in borings B-, B-9, and B-13. However, there is the potential that hard rock ledges, pinnacles, or boulders could be encountered at shallow depths which could require blasting or use of a pneumatic hoe ram for removal. Boring No. Surface Elev. (ft)* Rock Contact Summary HWR Depth (ft) HWR Elev. (ft) ARDepth (ft) AR Elev. (ft) B- 44.* B-9 44.* N.E. N.E B- 416.* N.E. N.E. N.E. N.E. B * N.E. N.E. N.E. N.E. B * N.E. N.E. N.E. N.E. B * B * N.E. N.E. N.E. N.E. B-1 4.9* N.E. N.E. N.E. N.E. *: Estimated Surface Elevations Based on GPS Data Obtained During Boring Layout AR: Auger Refusal HWR: Highly Weathered Rock N.E.: Not Encountered

8 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 6 Atterberg Limits testing performed on three representative soil samples indicated Liquid Limits ranging from 3 to 64, with corresponding Plasticity Indices ranging from 3 to 33. Percent passing the No. sieve ranged from 6% to 6%. Natural moisture contents varied from.% to 3.%. Standard Proctor testing of the composite bulk soil sample obtained from the upper eight feet within Boring B-1 yielded maximum dry densities of 9.9 pounds per cubic foot (pcf), with corresponding optimum moisture contents of.3%. CBR testing of these same bulk samples yielded percentage values of.4 at.1 inches of penetration and percentage values of.4 at. inches of penetration, respectively. Expansive Index of Soils testing of the bulk sample yielded an expansion index of 3 or low. Boring logs describing the soil conditions encountered in the soil test borings are included in the Appendix of this report. Groundwater Observations Groundwater observations were made during soil sampling and upon completion of the drilling operations at each boring location. In auger drilling operations, water is not introduced into the borehole, and the groundwater position can often be determined by observing water flowing into or out of the borehole. Furthermore, visual observations of the soil samples retrieved during the auger drilling exploration can often be used in evaluating the groundwater conditions. Generally, the soil samples were moist, and observable groundwater was not encountered in the borings. However, perched water could be encountered at the interface between higher and lower permeability soils, such as at the transition from residuum to the HWR surface. If perched water is encountered in the foundation and utility excavations, we anticipate that seepage will be slow enough to control with submersible pumps. ANALYSIS AND RECOMMENDATIONS Karst Risk Commentary Although the project site is located in karst terrain, the subsurface conditions encountered in the soil test borings generally consist of residual soils of consistent strength and moisture, as well as a mildly erratic karst bedrock surface. Although we define the risk of future sinkhole development on this site as low, the Owner should accept at least some risk of karst-related activity which could impact potential foundation and/or site improvement performance.

9 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December, 1 Page Foundations Based on the results of our additional exploration, it is our opinion that the proposed structure can be supported by shallow spread footings bearing in suitable natural soils or properly compacted, engineered fill. Based on the information provided, we anticipate that up to feet of new engineered fill may be required to achieve design grades within the proposed building footprints. All new fill, which will support the foundations, should be placed in accordance with the recommendations provided in the section of this report entitled Subgrade Preparation and Earthwork Operations. We recommend that a net allowable soil bearing pressure of, pounds per square foot (psf) be utilized for design of wall and column footings. The net allowable soil bearing pressure refers to that pressure which may be transmitted to the foundation bearing soils in excess of the final minimum surrounding overburden pressure. Suitable natural bearing soils can be identified on our boring logs as those soils having a minimum SPT N-value of bpf. The bearing capacity at the final footing elevation should be verified in the field by the geotechnical engineer to assure that the in-situ bearing capacity at the bottom of each footing excavation is adequate for the design loads. In order to attain this allowable capacity, minimum footing widths of inches and 4 inches should be maintained for wall and column footings, respectively. These minimum dimensions will help reduce the possibility of foundation bearing failure and excessive settlement due to local shear or "punching" action in potentially soft surficial soils. Based on laboratory classification testing and previous testing in our preliminary report, the onsite residual soils possess a low to high potential for moisture-related volume change (shrinkswell). Therefore, we recommend that all footings bear a minimum of 36 inches below finished grade to provide adequate frost protection. Footings beneath interior, heated spaces may bear at nominal depths. Any excessively soft or wet soils encountered in the footing excavations should be removed from below all footings. In areas where soft or unsuitable material is undercut, the footing could be lowered or the excavation may be backfilled to re-establish the desired footing elevations. We recommend that a crushed angular gravel (VDOT No. Stone) be used for backfilling. This gravel can be placed readily with minimal compactive effort and will not be susceptible to deterioration from moisture. As an alternative, cementitious, flow able fill or compacted VDOT No. 1-A Stone may be used as backfill. The borings suggest that hard rock may be encountered at or above design bearing elevations in some areas of the site that could require significant cut. In such instances, it is recommended to perform isolated undercuts below the footings to reduce the potential for excessive differential settlement across relatively short horizontal distances. Where footings transition from soil-support to rock-support and the length of the rock seam is greater than 4 feet, we recommend that soil on either side of the rock seam, for a distance of 4 feet along the trench, be removed and replaced with compacted stone. In instances where the rock pinnacle extends for a distance of less than 4 feet along the trench, the rock pinnacle should be removed to a depth of 1 inches below the design bearing level and replaced with compacted stone.

10 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page Provided the foundation design and construction recommendations discussed herein are employed, the maximum total settlement for the individual proposed building is estimated to be less than about 1 inch, with differential settlements of less than approximately one-half this amount. The structural design and specification of architectural finishes should consider the potential aesthetic impact of these settlements. Floor Slab Design For the design and construction of the interior slab-on-grade for the proposed building, it is recommended that all topsoil and any soft or unsuitable materials be removed from this area prior to fill placement or slab construction. Slab subgrades should be prepared in accordance with the Subgrade Preparation and Earthwork Operations section below. Based on the soil type(s) and range of natural moisture contents anticipated to be at or near the design subgrade elevation, floor slabs should be designed assuming a Modulus of Subgrade Reaction (K s ) of pounds per cubic inch (pci). We recommend the slab-on-grade be underlain by a minimum of 4 inches of clean, angular gravel (crushed stone) having a maximum aggregate size of 1. inches. VDOT No. Stone is considered suitable for this purpose. This porous fill layer will facilitate the fine grading of the building pad, provide more uniform bearing conditions, and help prevent the rise of water to the bottom of the slab (capillary action). As an alternate, the porous fill layer can consist of 6 inches of Aggregate Base Material. Before placement of concrete, a polyethylene vapor barrier should be placed on top of the granular material in finished building areas to provide additional moisture protection. If rock is encountered above the design bearing elevation, we recommend that sufficient rock be removed to allow placement of the entire subbase layer. This will serve to cushion the slab and reduce the potential for point loads and subsequent cracking of the concrete. In such cases, additional over excavation of rock should be considered to allow installation of under slab utilities. We recommend that the floor slab be isolated from the foundation footings so differential settlement of the structure will not induce shear stresses in the floor slab. Also, in order to reduce the appearance of shrinkage cracks that may develop near the surface of the slab, we recommend that slab reinforcing and control joints be installed in accordance with current American Concrete Institute (ACI) guidelines. Based on the anticipated finished grade elevations, underdrains for slabs are not considered necessary.

11 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 9 Drainage Positive drainage should be provided around the perimeter of the building and pavement structures to reduce moisture infiltration into the foundation and/or subgrade soils. We recommend landscaped areas adjacent to the building be provided with a fall of least 6 inches for the first feet outward from the building. The parking lot, sidewalks, and paved areas should be sloped away from the proposed building. Seismic Considerations The 1 Edition of the International Building Code (IBC) requires that a seismic Site Class be assigned for new structures. The seismic Site Class may be evaluated by calculating a weighted average of the SPT N-values of subsurface materials to a depth of feet. For the evaluation, the N-values recorded in the borings are used for overburden soil, and then, typically, all materials below the depth that HWR or hard rock is encountered (to a depth of feet) are assigned an N-value of bpf. For this report, the seismic Site Class was evaluated using the SPT N-value method. HWR and hard rock were encountered in some of the borings within the proposed building footprint at approximate depths ranging from 3 to 1. feet below existing grades. Based on this data and that obtained within the overburden soils, along with our experience in the area, we have estimated an average depth to HWR of approximately feet across the site. With this information, a weighted average N-value of bpf was calculated, indicating a seismic Site Class D. Although the SPT N-value method can be relatively conservative, we do not anticipate the seismic Site Class could be improved through the use of alternate methods on this site due to the conditions encountered in the borings. Below-Grade Walls Below-grade walls should be designed to withstand the lateral earth pressures exerted upon them. We recommend that the At Rest soil condition be used in the design and evaluation of rigid walls. Site retaining walls which can tolerate free movement at their tops can be designed using Active soil conditions. If a keyway is incorporated into the footing design, the Passive soil condition can be used for passive resistance; however, any passive resistance acting on the front of the footing should be ignored for design purposes.

12 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page The following parameters should be utilized for the design of below-grade walls. Two () sets of parameters have been provided to allow substitution of compacted stone for the on-site soils if lower earth pressure parameters are required. VDOT On-Site Soils No. Stone Coefficient of Earth Pressure at Rest (K o ):.61.4 Coefficient of Passive Earth Pressure (K p ):..* Coefficient of Active Earth Pressure (K a ):.44. Moist unit weight of compacted backfill, : 1 pcf pcf Cohesive Strength (C): 6 psf psf Angle of Internal Friction (Ø): degrees 3 degrees Sliding Friction Resistance (Concrete on Soil).36.36* *Indicates that the parameter is not affected by backfill material. It is noted that increased lateral pressures generated by surcharge loads should be considered in the design. These soil parameters are considered typical for the existing site soils which would be encountered in excavations and/or utilized for backfill. It is noted that increased lateral pressures generated by surcharge loads should be considered in the design. The footings for retaining walls can be evaluated using a net allowable soil pressure of, psf. Maximum toe pressures should not exceed 3, psf. Furthermore, the resultant of the soil pressure distribution across the width of the footing should pass through the center third of the footing cross section. Drainage behind retaining walls is considered essential towards relieving hydrostatic pressures. Drainage can be established by providing a perimeter drainage system located just above the retaining wall footing with discharge by gravity flow to a suitable outlet. This system should consist of a perforated pipe or porous-wall, closed-joint drain tiles. These drain lines should be surrounded by a minimum of 6 inches of free-draining, granular filter material having a gradation compatible with the size of the openings utilized in the drain lines and the surrounding soils to be retained, or by gravel wrapped in filter fabric. The space between the face of the retaining wall and the original earth face should be backfilled with a granular material of porous fill quality or better extending from the perimeter drainage system to near the top of the wall. In order to prevent frost heave effects from acting against these walls, the granular backfill should extend horizontally a minimum of inches behind the wall. In landscaped areas, the upper inches of backfill behind the retaining wall should consist of a relatively impermeable compacted clay cap. Prefabricated wall drainage products, which satisfy the drainage criteria outlined above, are considered an acceptable alternative to granular backfill.

13 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 11 Subgrade Preparation and Earthwork Operations The near-surface clays at the site are moisture-sensitive, will be difficult to adequately compact and are subject to excessive deflection under wheel loads when they are wet. In order to reduce the potential for moisture-related soil problems, we recommend that site grading operations be performed during the typically drier months of the year (May through October). If this is not possible, substantial undercutting of these soils could be required to achieve stable subgrade conditions. Prior to proceeding with construction, all topsoil should be stripped from the proposed construction limits. Stripping should be accomplished a minimum distance of feet outside the building lines and feet beyond curb lines. After stripping to the desired grade and prior to fill placement or foundation and pavement construction, the stripped surface should be observed by an experienced geotechnical engineer or his authorized representative. Proofrolling using a -ton drum roller or a loaded, tandemaxle dump truck having an axle weight of at least tons should be used at this time to aid in identifying localized soft or unsuitable material. Any soft or unsuitable materials encountered during this proofrolling should be removed and replaced with engineered fill. The excavation and backfilling should be observed by a representative of the geotechnical engineer so that excessive or inadequate removal of material can be avoided. Following stripping, proofrolling, and subgrade preparation procedures, engineered fill can be placed. Fill used to support buildings and pavements should be placed in lifts not exceeding inches in loose thickness, moisture conditioned to within +/- 3% of the optimum moisture content, and compacted to at least 9% of the maximum dry density obtained in accordance with ASTM Specification D-69, Standard Proctor Method. Field density testing of subgrades and each lift of fill should be performed at a rate of no less than one test per, square feet in the building area and, square feet in pavement areas. The following fill types are recommended for use on this project: Engineered Fill: All on-site soils which are free of organics and other deleterious, non-soil materials. If off-site borrow is required, imported material should classify as CL, ML, SM, SC, SP, or better. Suitable imported material should have a maximum Liquid Limit of and maximum Plasticity Index of. Maximum aggregate size for all materials should be limited to 4 inches. It is noted that the on-site soils are above optimum moisture, which will require significant drying methods (i.e. scarifying, placing lime, etc.) to facilitate proper compaction.

14 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 1 Porous Fill: Clean crushed gravel (VDOT No. Stone) with a maximum aggregate size of 1. inches placed in a minimum 4-inch-thick layer or Aggregate Base Material placed and compacted in a minimum 6-inch-thick layer. Aggregate Base: Aggregate Base Material Type I, Size 1-A. Slope Design and Construction Areas of mass excavation, trenches, and pits should meet the requirements of the most current Occupational Safety and Health Administration (OSHA) 9 CFR Part 196, Occupational Safety and Health Standards-Excavations. Based on the boring results, the site s near-surface soils appear to typically be OSHA Type C soils for the purpose of temporary excavation support. Regardless, site safety shall be the sole responsibility of the contractor and his subcontractors. Our exploration did not include a slope stability analysis. However, in general, given the cohesive nature of most of the on-site soils, cut slopes for the project should be designed at grades no steeper than H: 1V. If seepage water is noted along slope faces during construction, the geotechnical engineer should be contacted for further evaluation and recommendations for seepage control and possible revisions to these recommendations. We anticipate that the soils available for use as engineered fill will consist of clayey soils. We recommend fill slopes generally be designed for grades no steeper than H: 1V. If cohesion less materials are used for fill, we recommend that slopes be maintained no steeper than 3H: 1V. It is noted that loose soils along the slope face at these grades will be unstable, increasing the potential for chronic maintenance issues or possible impact to site improvements or structures along the slope crest. In order to reduce the potential for surficial instability, it is critical all soil along the face of the slope be placed and compacted in accordance with our previous recommendations. This is often accomplished by constructing the fill slope on benches to allow safe equipment access. During placement, each compacted lift should extend beyond the design slope face, and then be cut back after compaction to the design grade. Exterior Pavements For the design and construction of exterior pavements, we recommend preparation of the site as outlined in the Subgrade Preparation and Earthwork Operations section of this report. The stripped surfaces should be proofrolled and carefully observed at the time of construction in order to aid in identifying any localized soft or unsuitable materials which should be removed. A geotechnical engineer or qualified soil technician should be present at the time of proofrolling and subgrade inspections. An important consideration with the design and construction of pavements is surface and subsurface drainage, in particular given the characteristics of the residual soils. Where

15 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 13 standing water develops, either on the pavement surface or within the base course layer, softening of the subgrade and other problems related to the deterioration of the pavement can be expected. Furthermore, good drainage should minimize the possibility of the subgrade materials becoming saturated over a long period of time. The materials which will be present at planned subgrade will consist of clayey soils. Our measured laboratory California Bearing Ratio (CBR) value was.4. Based on our experience with similar soils, we recommend utilizing two-thirds of the average of these values, or 1.6, for pavement design. Applying this value and the equivalent kip axle loads (EAL ) shown, we recommend the following pavement sections: Flexible Pavement Light-Duty Pavement (EAL =,) Heavy-Duty Pavement (EAL =,) Surface Course SM Intermediate Course IM Dense Graded Stone- 1A 9 9 Rigid Pavement Light-Duty Pavement (EAL =,) Heavy-Duty Pavement (EAL =,) Concrete (f c = 4 psi) 6 Dense Graded Stone 4 4 Materials and placement procedures should be in accordance with current Virginia Department of Transportation (VDOT) Road and Bridge Specifications. Rigid pavement should be provided with adequate joints and reinforcing to prevent distress and minimize shrinkage cracking. Air entrainment should be considered for exterior concrete areas to ensure durability and performance. Large, front loading trash trucks frequently impose concentrated front-wheel loads on pavements during loading. This type of loading typically results in rutting of the pavement and ultimately pavement failures; therefore, we recommend that the pavement in trash pickup areas consist of an -inch-thick concrete slab, underlain by 6 inches of compacted dense-graded aggregate. The slab should be sized to include both the dumpster and the entire truck. Rock Excavation Rock excavation should be anticipated during both mass grading and confined excavation for footings and utilities. As indicated on the enclosed boring logs, three of the recent borings refused on hard rock at approximate depths ranging from 3. feet to 1. feet below existing grades.

16 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 14 For removal of hard rock, ripping is typically practical with specialized equipment for excavations extending down to levels corresponding to SPT N-values of about bpf of sampler penetration. For general excavations below this level, HWR and hard rock requiring hoe-ramming or blasting for removal is normally required. However, given the proximity of the project to existing development, blasting may not be feasible. Construction Considerations Exposure to the environment may weaken the soils at the footing bearing level if the foundation excavations remain open for too long a time. Therefore, foundation concrete should be placed the same day that excavations are made. If the bearing soils are softened by surface water intrusion or exposure, the softened soils must be removed from the foundation excavation bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if rainfall becomes imminent while the bearing soils are exposed, we recommend that a 1- to 3-inch-thick "mud mat" or "lean" concrete be placed on the bearing soils before the placement of reinforcing steel. In a dry and undisturbed state, the subgrade soils at the site will provide moderate subgrade support for fill placement and construction operations. However, when wet, these soils will degrade quickly with disturbance from contractor operations. Therefore, good site drainage should be maintained during earthwork operations so as to help maintain the stability of the soils. It should be incumbent on the contractor to protect all subgrades from damage due to construction, or to repair all damaged subgrades. It is considered essential that any existing fills be evaluated at the time of construction. Where observed to be unstable, they should be undercut from below building and pavement areas at the direction of the geotechnical engineer. CLOSING The recommendations contained herein were developed from the data obtained in the soil test borings, which indicate subsurface conditions at specific locations at the time of exploration. Soil conditions may vary between the borings. If, during the course of construction, variations appear evident, the geotechnical engineer should be informed so that the conditions can be addressed. Design recommendations were developed based on the information provided and on building design criteria considered typical for this type of structure. Should structural loading characteristics differ from those discussed herein, ECS should be contacted for review of these conditions and possible revisions to the recommendations of this report.

17 Freedom Lane Project - Phase 1 ECS Project No. 1:44 December 3, 1 Page 1 We have appreciated the opportunity to be of service to you. If you have any questions with regard to the information and recommendations contained in this report, or if we can be of further assistance to you during construction, please do not hesitate to contact us. Respectfully, ECS MID-ATLANTIC, LLC 1/3/1 Brandon M. Quinn, EIT Staff Engineer Project Manager Brian S. Wyatt, P.E. Principal Engineer Roanoke Branch Manager V.P.

18 APPENDIX Site Location Map (Figure 1) Boring Location Diagram (Figure ) Unified Soil Classification System (USCS) Reference Notes for Boring Logs 14 Boring Logs B-1 through B- 1 Boring Logs B- through B-1 Summary of Laboratory Test Data

19 LEGEND - Approximate Site Location SCALE (IN FEET) AS SHOWN SOURCE: GOOGLE EARTH FIGURE 1 SITE LOCATION MAP FREEDOM LANE PROJECT PHASE 1 46 PEPPERS FERRY ROAD WYTHEVILLE, VIRGINIA ECS PROJECT NO. 1:44

20 LEGEND - Approximate 1 Boring Locations - Approximate 14 Boring Locations SCALE: AS SHOWN SOURCE: Gay and Neel, Inc. DATED: 4/1/1 FIGURE BORING LOCATION DIAGRAM FREEDOM LANE PROJECT PHASE 1 46 PEPPERS FERRY ROAD WYTHEVILLE, VIRGINIA ECS PROJECT NO. 1:44

21 UNIFIED SOIL CLAIFICATION SYSTEM (ASTM D 4) Coarse-grained soils (More than half of material is larger than No. Sieve size) Major Divisions Gravels (More than half of coarse fraction is larger than No. 4 sieve size) Sands (More than half of coarse fraction is smaller than No. 4 sieve size) Clean gravels (Little or no fines) Gravels with fines (Appreciable amount of fines) Clean sands (Little or no fines) Sands with fines (Appreciable amount of fines) Group Symbols GM a SM a GW GP GC SW SP SC d u d u Typical Names Well-graded gravels, gravelsand mixtures, little or no fines Poorly graded gravels, gravel-sand mixtures, little or no fines Silty gravels, gravel-sand mixtures Clayey gravels, gravel-sandclay mixtures Well-graded sands, gravelly sands, little or no fines Poorly graded sands, gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Determine percentages of sand and gravel from grain-size curve. Depending on percentage of fines (fraction smaller than No. sieve size), coarse-grained soils are classified as follows: Less than percent GW, GP, SW, SP More than 1 percent GM, GC, SM, SC to 1 percent Borderline cases requiring dual symbols b Laboratory Classification Criteria C u = D 6 /D greater than 4 C c = (D 3 ) /(D xd 6 ) between 1 and 3 Not meeting all gradation requirements for GW Atterberg limits below A line or P.I. less than 4 Atterberg limits below A line or P.I. less than C u = D 6 /D greater than 6 C c = (D 3 ) /(D xd 6 ) between 1 and 3 Above A line with P.I. between 4 and are borderline cases requiring use of dual symbols Not meeting all gradation requirements for SW Atterberg limits above A line or P.I. less than 4 Atterberg limits above A line with P.I. greater than Limits plotting in CL-ML zone with P.I. between 4 and are borderline cases requiring use of dual symbols Fine-grained soils (More than half material is smaller than No. Sieve) Silts and clays (Liquid limit less than ) Silts and clays (Liquid limit greater than ) Highly Organic soils ML CL OL MH CH OH Pt Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silts Peat and other highly organic soils Plasticity Index Plasticity Chart "A" line CH CL MH and OH CL-ML ML and OL Liquid Limit a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L. is or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than. b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW-GC,well-graded gravel-sand mixture with clay binder. (From Table.16 - Winterkorn and Fang, 19)

22 REFERENCE NOTES FOR BORING LOGS I. Drilling Sampling Symbols Split Spoon Sampler ST Shelby Tube Sampler RC Rock Core, NX, BX, AX PM Pressuremeter DC Dutch Cone Penetrometer RD Rock Bit Drilling BS Bulk Sample of Cuttings PA Power Auger (no sample) HSA Hollow Stem Auger WS Wash sample REC Rock Sample Recovery % RQD Rock Quality Designation % II. Correlation of Penetration Resistances to Soil Properties Standard Penetration (blows/ft) refers to the blows per foot of a 14 lb. hammer falling 3 inches on a -inch OD split-spoon sampler, as specified in ASTM D 16. The blow count is commonly referred to as the N-value. A. Non-Cohesive Soils (Silt, Sand, Gravel and Combinations) Density Relative Properties Under 4 blows/ft Very Loose Adjective Form 1% to 49% to blows/ft Loose With % to 1% 11 to 3 blows/ft Medium Dense 31 to blows/ft Dense Over 1 blows/ft Very Dense Particle Size Identification Boulders inches or larger Cobbles 3 to inches Gravel Coarse 1 to 3 inches Medium ½ to 1 inch Fine ¼ to ½ inch Sand Coarse. mm to ¼ inch (dia. of lead pencil) Medium.4 to. mm (dia. of broom straw) Fine.4 to.4 mm (dia. of human hair) Silt and Clay. to.4 mm (particles cannot be seen) B. Cohesive Soils (Clay, Silt, and Combinations) Blows/ft Consistency Unconfined Comp. Strength Q p (tsf) Degree of Plasticity Plasticity Index Under Very Soft Under. None to slight 4 3 to 4 Soft.-.49 Slight to Medium Stiff.-.99 Medium 9 to 1 Stiff High to Very High Over 16 to 3 Very Stiff to Hard 4.. Over 1 Very Hard Over. III. Water Level Measurement Symbols WL Water Level BCR Before Casing Removal DCI Dry Cave-In WS While Sampling ACR After Casing Removal WCI Wet Cave-In WD While Drilling Est. Groundwater Level Est. Seasonal High GWT The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil. In clay and plastic silts, the accurate determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally applied.

23 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio 4 B-1 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER Wytheville Redevelopment & Housing Authority - Alco Property - Preliminary Geotech Community Housing Partners Design Studio SITE LOCATION 44 Peppers Ferry Road, Wytheville, Virginia NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 4.' Topsoil Depth [4"] RESIDUUM: LEAN CLAY, With Fine Sand, Orange-Brown, Moist, Stiff, (CL) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 4 BLOWS/6" 6 14 CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- S FAT CLAY, Trace Fine Sand and Rock Fragments, Orange-Brown and Black, Moist, Stiff to Very Stiff, (CH) S-4 AUGER 11.' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 9/3/14 WL(BCR) WL(ACR) BORING COMPLETED 9/3/14 CAVE IN WL RIG BK1 Truck FOREMAN BRD / Smith DRILLING METHOD." HSA

24 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio 4 B- 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER Wytheville Redevelopment & Housing Authority - Alco Property - Preliminary Geotech Community Housing Partners Design Studio SITE LOCATION 44 Peppers Ferry Road, Wytheville, Virginia NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 11 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 43.' Topsoil Depth [4"] RESIDUUM: LEAN CLAY, With Fine Sand, Orange-Brown, Moist, Very Stiff to Hard, (CL) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 6 9 CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC 16 REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- S-3 [Possible] HIGHLY WEATHERED LIMESTONE; No Recovery / / S /1 /1 AUGER 11.' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 9/3/14 WL(BCR) WL(ACR) BORING COMPLETED 9/3/14 CAVE IN WL RIG BK1 Truck FOREMAN BRD / Smith DRILLING METHOD." HSA

25 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio 4 B-3 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER Wytheville Redevelopment & Housing Authority - Alco Property - Preliminary Geotech Community Housing Partners Design Studio SITE LOCATION 44 Peppers Ferry Road, Wytheville, Virginia NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 4.' Topsoil Depth [3"] RESIDUUM: FAT CLAY, With Fine Sand, Trace Silt, Orange-Brown, Moist, Very Stiff, (CH) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- LEAN CLAY, With Fine Sand, Trace Silt, Orange-Yellow and Brown, Moist, Very Stiff, (CL) S S-4 1 [Possible] HIGHLY WEATHERED LIMESTONE; No Recovery AUGER 4 /1 / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 9/3/14 WL(BCR) WL(ACR) BORING COMPLETED 9/3/14 CAVE IN 6.' WL RIG BK1 Truck FOREMAN BRD / Smith DRILLING METHOD." HSA

26 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio 4 B-4 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER Wytheville Redevelopment & Housing Authority - Alco Property - Preliminary Geotech Community Housing Partners Design Studio SITE LOCATION 44 Peppers Ferry Road, Wytheville, Virginia NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 11 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 414.' Topsoil Depth ["] RESIDUUM: FAT CLAY, With Rock Fragments and Fine Sand, Orange-Brown, Moist, Stiff to Very Stiff, (CH) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 4 6 CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S S-3 1 S-4 4 AUGER 13.' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 9/3/14 WL(BCR) WL(ACR) BORING COMPLETED 9/3/14 CAVE IN WL RIG BK1 Truck FOREMAN BRD / Smith DRILLING METHOD." HSA

27 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio 4 B- 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER Wytheville Redevelopment & Housing Authority - Alco Property - Preliminary Geotech Community Housing Partners Design Studio SITE LOCATION 44 Peppers Ferry Road, Wytheville, Virginia NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 S- S-3 S-4 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 4.6' Topsoil Depth [3"] FILL: FAT CLAY, With Rock Fragments, Trace Fine Sand, Contains Slight Roots, Rock Fragments, Asphalt Fragments, and Construction Debris, Orange and Gray- Brown, Moist, Very Stiff, (CH) POIBLE FILL: ELASTIC SILT, With Rock Fragments, Trace Fine Sand, Gray- Brown, Moist, Very Stiff, (MH) RESIDUUM: LEAN CLAY, With Fine Sand, Trace Rock Fragments, Orange-Brown and Gray, Moist, Very Stiff, (CL) FAT CLAY, With Fine Sand, Trace Silt and Rock Fragments, Orange-Brown, Moist, Very Stiff, (CH) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 4 4 BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID AUGER 13.' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 9/3/14 WL(BCR) WL(ACR) BORING COMPLETED 9/3/14 CAVE IN WL RIG BK1 Truck FOREMAN BRD / Smith DRILLING METHOD." HSA

28 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio 4 B-6 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER Wytheville Redevelopment & Housing Authority - Alco Property - Preliminary Geotech Community Housing Partners Design Studio SITE LOCATION 44 Peppers Ferry Road, Wytheville, Virginia NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 413.' Topsoil Depth [4"] RESIDUUM: LEAN CLAY, With Fine Sand, Trace Silt, Rock and Quartz Fragments, Orange-Brown and Yellow, Moist, Stiff, (CL) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 4 BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S-3 S-4 1 SANDY ELASTIC SILT, Trace Clay and Rock Fragments, Orange-Yellow and Brown, Moist, Very Stiff, (MH) S S-6 HIGHLY WEATHERED SANDSTONE; [Sampled as]: SANDY FAT CLAY, Orange- Brown, Moist, Very Hard SPOON 19.' / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 9/3/14 WL(BCR) WL(ACR) BORING COMPLETED 9/3/14 CAVE IN 1.' WL RIG BK1 Truck FOREMAN BRD / Smith DRILLING METHOD." HSA

29 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio 4 B- 1 OF 1 PROJECT NAME ARCHITECT-ENGINEER Wytheville Redevelopment & Housing Authority - Alco Property - Preliminary Geotech Community Housing Partners Design Studio SITE LOCATION 44 Peppers Ferry Road, Wytheville, Virginia NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 S- S-3 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 4.' Topsoil Depth [3"] RESIDUUM: LEAN CLAY, With Fine Sand, Trace Silt and Rock Fragments, Orange-Red and Brown, Moist, Very Stiff, (CL) FAT CLAY, With Fine Sand, Trace Silt, Orange- Brown and Gray, Moist, Very Stiff, (CH) LEAN CLAY, With Fine Sand, Trace Silt Rock and Quartz Fragments, Orange-Red and Brown, Moist, Very Stiff, (CL) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 4 4 BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC 1 REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S S- FAT CLAY, With Fine Sand, Trace Rock Fragments and Silt, Orange-Brown and Yellow, Moist, Very Stiff, (CH) S-6 [Possible] HIGHLY WEATHERED LIMESTONE; No Recovery SPOON 39 / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 9/3/14 WL(BCR) WL(ACR) BORING COMPLETED 9/3/14 CAVE IN 14.6' WL RIG BK1 Truck FOREMAN BRD / Smith DRILLING METHOD." HSA

30 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio PROJECT NAME 44 ARCHITECT-ENGINEER B- 1 OF 1 Freedom Lane SITE LOCATION 44 Peppers Ferry Road, Wytheville, Wythe County, VA NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 14 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 44. Topsoil Depth [4"] FILL: (CH) FAT CLAY, Trace Silt, Orange- Brown, Moist, Medium Stiff Community Housing Partners Design Studio ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 1 3 CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- 16 RESIDUUM: (CH) FAT CLAY, Trace Silt, Trace Sand, Orange-Tan-Brown, Moist, Medium Stiff to Stiff S S S- HIGHLY WEATHERED LIMESTONE; [Sampled as]: FAT CLAY WITH SAND, Contains Mica and Rock Fragments, Gray- Orange-Brown, Moist, Very Hard AUGER 1.' 4 3 / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 11/6/1 CAVE IN 13.' WL(BCR) WL(ACR) BORING COMPLETED 11/6/1 HAMMER TYPE Auto WL RIG CMEX FOREMAN TDD/Tim DRILLING METHOD 3." HSA

31 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio PROJECT NAME 44 ARCHITECT-ENGINEER B-9 1 OF 1 Freedom Lane SITE LOCATION 44 Peppers Ferry Road, Wytheville, Wythe County, VA NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) S-1 14 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 44. Topsoil Depth ["] RESIDUUM: (CH) FAT CLAY WITH SAND, Contains Rock Fragments, Gray-Orange- Brown, Moist, Stiff AUGER 3.' Community Housing Partners Design Studio ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC. REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 11/6/1 CAVE IN 3' WL(BCR) WL(ACR) BORING COMPLETED 11/6/1 HAMMER TYPE Auto WL RIG CMEX FOREMAN TDD/Tim DRILLING METHOD 3." HSA

32 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio PROJECT NAME 44 ARCHITECT-ENGINEER B- 1 OF 1 Freedom Lane SITE LOCATION 44 Peppers Ferry Road, Wytheville, Wythe County, VA NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 16 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 416. Topsoil Depth [6"] RESIDUUM: (CH) FAT CLAY, Trace Silt, Trace Sand, Orange-Tan-Brown, Moist, Medium Stiff to Stiff Community Housing Partners Design Studio ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 41 BLOWS/6" 1 CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- S-3 (CH) FAT CLAY WITH SAND, Contains Rock Fragments, Red-Orange-Brown, Moist, Stiff S S- END OF 1' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 11/6/1 CAVE IN 13.' WL(BCR) WL(ACR) BORING COMPLETED 11/6/1 HAMMER TYPE Auto WL RIG BK1 FOREMAN TDD/Tim DRILLING METHOD 3." HSA

33 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio PROJECT NAME 44 ARCHITECT-ENGINEER B-11 1 OF 1 Freedom Lane SITE LOCATION 44 Peppers Ferry Road, Wytheville, Wythe County, VA NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 16 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 413. Topsoil Depth [4"] FILL: (CH) FAT CLAY, Trace Silt, Contains Rock Fragments, Gray-Orange- Brown, Moist, Medium Stiff to Stiff Community Housing Partners Design Studio ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- S-3 RESIDUUM: (CH) FAT CLAY WITH SAND, Contains Rock Fragments, Orange-Brown, Moist, Soft to Stiff S S- 16 END OF 1' 4 WOH THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 11/6/1 CAVE IN 1' WL(BCR) WL(ACR) BORING COMPLETED 11/6/1 HAMMER TYPE Auto WL RIG CMEX FOREMAN TDD/Tim DRILLING METHOD 3." HSA

34 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio PROJECT NAME 44 ARCHITECT-ENGINEER B-1 1 OF 1 Freedom Lane SITE LOCATION 44 Peppers Ferry Road, Wytheville, Wythe County, VA NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 S- S-3 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 1 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 41.4 Topsoil Depth [3"] FILL: (CH) FAT CLAY, Trace Silt, Orange- Brown, Moist, Medium Stiff RESIDUUM: (CH) FAT CLAY, Trace Silt, Trace Sand, Orange-Tan-Brown, Moist, Medium Stiff to Stiff Community Housing Partners Design Studio ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 41 4 BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S-4 (CH) FAT CLAY WITH SAND, Contains Rock Fragments, Red-Orange-Brown, Moist, Stiff S- END OF 1' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 11/6/1 CAVE IN 13' WL(BCR) WL(ACR) BORING COMPLETED 11/6/1 HAMMER TYPE Auto WL RIG CMEX FOREMAN TDD/Tim DRILLING METHOD 3." HSA

35 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio PROJECT NAME 44 ARCHITECT-ENGINEER B-13 1 OF 1 Freedom Lane SITE LOCATION 44 Peppers Ferry Road, Wytheville, Wythe County, VA NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [3"] RESIDUUM: (CH) FAT CLAY, Trace Silt, Trace Sand, Orange-Tan-Brown, Moist, Medium Stiff to Stiff Community Housing Partners Design Studio ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- S HIGHLY WEATHERED LIMESTONE; [Sampled as]: FAT CLAY WITH SAND, Contains Rock Fragments, Gray-Orange-Brown, Moist, Very Hard AUGER 4 1 / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 11/6/1 CAVE IN 6' WL(BCR) WL(ACR) BORING COMPLETED 11/6/1 HAMMER TYPE Auto WL RIG CMEX FOREMAN TDD/Tim DRILLING METHOD 3." HSA

36 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio PROJECT NAME 44 ARCHITECT-ENGINEER B-14 1 OF 1 Freedom Lane SITE LOCATION 44 Peppers Ferry Road, Wytheville, Wythe County, VA NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6"] FILL: (CH) FAT CLAY, Trace Silt, Orange- Brown, Moist, Medium Stiff RESIDUUM: (CH) FAT CLAY WITH SAND, Contains Rock Fragments, Gray-Orange- Brown, Moist, Medium Stiff to Stiff Community Housing Partners Design Studio ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 41 BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S S-4 16 END OF ' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 11/6/1 CAVE IN 9' WL(BCR) WL(ACR) BORING COMPLETED 11/6/1 HAMMER TYPE Auto WL RIG CMEX FOREMAN TDD/Tim DRILLING METHOD 3." HSA

37 CLIENT JOB # BORING # SHEET Community Housing Partners Design Studio PROJECT NAME 44 ARCHITECT-ENGINEER B-1 1 OF 1 Freedom Lane SITE LOCATION 44 Peppers Ferry Road, Wytheville, Wythe County, VA NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 4.9 Topsoil Depth [6"] FILL: (CH) FAT CLAY, Trace Silt, Orange- Brown, Moist, Medium Stiff to Stiff Community Housing Partners Design Studio ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 4 BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% % 4% 6% % % PLASTIC 9 3. REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- 1 RESIDUUM: (CH) FAT CLAY WITH SAND, Contains Significant Rock Fragments, Gray- Orange-Brown, Moist, Medium Stiff to Stiff S WOH 4 6 S-4 END OF ' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 11/6/1 CAVE IN WL(BCR) WL(ACR) BORING COMPLETED 11/6/1 HAMMER TYPE Auto WL RIG CMEX FOREMAN TDD/Tim DRILLING METHOD 3." HSA

38 B-9 B- B-11 B-1 B-13 B-14 B-1 BULK Sample Source Sample Number Depth (feet) MC1 (%) S S CH S S S S CH S S S Laboratory Testing Summary Soil Type Atterberg Limits3 LL D4S CH PL PI Percent Passing No. Sieve4 Moisture - Density (Corr.) Maximum Density (pcf) Optimum Moisture (%) CBR Value6 Page 1 of 1 Other Notes: 1. ASTM D 16,. ASTM D 4, 3. ASTM D 43, 4. ASTM D 114,. See test reports for test method, 6. See test reports for test method Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 94) Project No. 44 Project Name: PM: PE: Freedom Lane Brandon M. Quinn Brian S. Wyatt Printed On: Tuesday, November 4, 1