ECS MID-A: LANTIC, LLC Geotechnical- Const uction Materials - Environmental· Facilities

Deeember 13, 2006

Mr. Duane Gleason� Kaz Brothers, LLC� 2139 Bille Knob Terrace Silver Spring, Maryland 20906

ECS Job No. 12915

Reference:� Report of Subs Tface Exploration and Geotechnical Engineering ..l\nalysis, West Church Road, oudoun County, Virginia

Dear Mr. Gleason:

As authorized by your acceptan e of our Proposal No. 26125-GP, dated October 26, 2006, ReS Mid-Atlanlte, LLC (ECS) has ecently completed the subsurface exploration and geotechnical engineering analysis for the ab ve refereneed projeet in Loudoun County, Virginia. A report, including the results of our s bsurface exploration, boring logs, laboratory test information, engineering recommendations, and a Boring Location Diagram, are enclosed with this letter. The recommendations presente in this report are intended for use by your office and hy other design professionals involved with the design and implementation of this project described herein.

As we understand, the site is c rrently undeveloped and is relatively clear of existing vegetation. Below the existing topsoil enc untered on site, the borings encountered fill materials as well as natural soils which included 10 plasticity residual clays and silt, largely underlain by sands and weathered rock material. Lao er soil zones were encountered within the natural soil profile in several of the borings. This v nation is characteristic of these soils and is largely due to local weathering variations, as well s a variation in moisture content and residual mineral bonding. General1y. the density of the so Is increased with depth, and tcnded to also become more granular and exhibit characteristics oft underlying parent bedrock.

High plasticity and potentiall expansive soils are known to exist in these geologies. These materials have severe restricti ns with regard to their use as engineered fill and will require undercutting a minimum of 2 et in pavement areas and under building slabs. In addition, and as required by Loudoun Count we recommend that in the footing areas, these materials be lowered to bear at a minimum depth of 4 feet below the final exterior grades or to the bottom of the expansive soil layer, which ver is less.

14026 Thunderbolt Place, Suire 100, Chan illy, VA 201.51 • (703) 471-8400 • FAX (703) 834-5527 • www.ecslimited.com� Aberdeen. MD· Baitimore. MD· Cha~tilJy. VA· Charlottesville, VA* , Frederick, MD· Frederkhburg, VA . Manassas, VA . Ocean City, MD­�

Richmond, VA . Roanoke, VA· rginia Beach, VA· Waldorf, MD· Williamsburg, VA· Winchesler, VA· York, PA� '" te~ting services oilly�

Kaz Brothers ECSJobNo.129IS November 30, 2006 Page 2

At the time of our exploration, undwater was eneountered within five of the twelve borings reeently drilled on-site. Ground ater in these locations was encountered at depths ranging from approximately 3.5 ± feet to 13.5 feet below the existing ground surface. Groundwater levels at the site should be expected to v based on seasons, or with ehanges in weather and/or loeal drainage patterns.

In summary, the subject site is considered suitable for the proposed development, which will include retail facilities, as well as a fast food restaurant and bank facility, parking areas and associated utility infrastructure. Foundations for the proposed struetures may be suppolted on shallow spread footing founda 'ons founded on suitable natural soils, or on engineered fill oYerlying suitable natural soils. Footings founded on finn natural soils with an SPT N-value of at least 10 blows per foot (bpf) or engineered fill may be designed using a net allowable soil bearing pressure of 3,000 poun per square foot (psi). If higher bearing pressures are required, extension of the footings into th very stiffar dense natural soils or weathered siltstone roek may increase the soil bearing pressu to 6,000 psf. Natural soils with 8PT N-values on the order of 18 bpf or greater are considere suitable for support of the 6,000 psf design bearing pressure. For the most part, the local req irements for frost penetration will govern the depth at which the footings are designed to bear. owever, in areas where the highly plastie soils are encountered, special handling of these soils a dJar undercutting will be neeessary to reduce the risk of damage caused by shrinking and swellin ofthcse soils.

The enclosed report provides further recommendations on foundation design pressures and settlement estimates, placement and eompaction of fill materials, retaining wall construction. and other factors that wiUlikely in uence construction at the site. We have enjoyed the opportunity to be of service to Kaz Brother, LLC on this project. If you have any questions concerning the information or recommendatio s included in this report or we may be of further assistance in the planning andlor execution of si development, please do not hesitate to contact us.

Respee'fully,

ECS Mill-ATLANTIC, LLC.

Risa F. Scott, E.LT A. Shellon, P. E. Assistant Projeet Engineer cipal Engineer

Enclosure

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REPORT

PROJECT

Subsurface Exploration and Geotechnical Engineering Analysis

West Church Road Loudoun County, Virginia

CLIENT

Kaz Brothers, LLC 2139 Blue Knob Terrace

Silver Spring, Maryland 20906

PROJECT # 12915

DATE December 13, 2006

TABLE OF CONTENTS�

PAGE PROJECT OVERVIEW

Introduction 1� Proposed Construction 1� Scope of Work 1� Purposes of Exploration 2�

EXPLORATION PROCEDURES

Subsurface Exploration Procedures 3� Laboratory Testing Program 3�

EXPLORATION RESULTS

Site Conditions 4� Regional Geology 4� Soil Conditions 5� Groundwater Observations 5�

ANALYSIS AND RECOMMENDATIONS

Subgrade Preparation and Earthwork Operations 7� Fill Placement 7� Siltstone Considerations 8� Rock Excavation and Blasting Operations 9� Building Foundations II� Floor Slab Design 12� Exterior Pavements 13� Utility Installation 15� Temporary and Permanent Slopes 16� Seismie Design Considerations 16� Construetion Considerations 16� Closing 17�

APPENDIX

PROJECT OVERVIEW�

IntroductioD

This report presents the results of our subsurface exploration and engineering recommendations for the proposed West Church Road retail center, which is located on West Church Road, east of the intersection of West Church Road and Cascades Parkway. The site lies between two existing stroctures with the stOTIDwater management pond bordering the west of the site, a newly constructed residential community to the north and a veterinary clinic to the east. The approximate location of the site is indicated on the Vicinity Map located on the Boring Location Diagram. which is included in the Appendix of this report.

Proposed Construction

Based on the site plan that you provided to us, as well conversations with you, we understand that retail and office facilities, a fast food restaurant and bank will be constructed, as well as at­grade asphalt parking areas and associated utility infrastructure, Based on the plan provided to us, approximately 26,400 square feet of commercial development will be constructed for this project. We anticipate that all facilities will likely be of wood frame construction. Based on the proposed finished floor elevation for the faeilities, as well as the relatively flat-lying nature ofthe subject site, we anticipate minimal cut-and-fill operations will be required to reach final design grades.

The description of the proposed projeet is based on the infonnation provided to us by your office and plans provided to us by the site civil engineer, If any of this infonnation is inaccurate, either due to our misunderstanding or either design changes that may oecur later. we recommend that we be contacted in order to provide or alternate reeommendations that may be warranted.

Scope of Work

The conclusions and reeommendations are based on a total oftwelve borings (B-1 through B-12) that were reeently completed in November, 2006. The boring locations were staked in the field by representatives of ECS utilizing Global Positioning System (GPS) equipment, which is capable of establishing horizontal locations with sub-meter accuracy. The ground surfaee elevations noted on the attached boring logs were interpolated from the site plan provided by Bowman Consulting, which gives elevation contours at 2.0 feet intervals. The soil borings were extended to depths on the order of 2.7± feet to 18.8± feet below the existing ground surfaee. to auger refusal depths in either stockpiled materials or weathered rock.

Following driHing operations, laboratory tests were performed on selected soil samples to identify the soils. and to assist in the determination of the properties of the site soils. The results of the subsurface exploration along with Boring Location Diagram are included within the Appendix of this report.

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Purposes of Exploration

The purposes of this exploration were to explore the soH and groundwater conditions (if present) at the site and to develop engineering recommendations to guide design and construction of the project. We accomplished these purposes by:

I.� driJIing borings to explore the subsurface soil and groundwater conditions,

2.� performing laboratory tests on seleeted representative soil samples from the borings to evaluate pertinent enginecring properties,

3.� reviewing available geologic literature and soils mapping infonnation,

4.� analyzing the field and laboratory data to develop appropriate engineering recommendations, and

5.� preparing this geotechnical report.

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ExpWRATIQN PROCEQURES

Subsurface Exploration Procedures

The soil borings were perfonned with an ATV-mounted auger drill rig, which utilized continuous flight, hollow stem augers to advance the boreholes. Drilling fluid was not used in this process. Following drilling operations, the boreholes were backfilled with the auger spoils generated during the drilling process.

Representative soil samples were obtained by means of the split barrel sampling procedure in accordance with ASTM Specification 0-1586. In this procedure, a 2 inch D.O., split-barrel sampler is driven into the soil a distance of 18 inches by a 140 pound hammer falling 30 inches. The number of blows required to drive the sampler through a 12~jnch interval is termed the Standard Penetration Test (SPT) N-value and is indicated for eaeh sample on the boring logs. This value can be used as a qualitative indication of the in place relative density of eohesionless 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, dri(l rigs, drilling proeedures, and hanuner~

rod-sampler assemblies.

Field logs of the soils encountered in the borings were maintained by the drill crew. After recovery, each sample was removed from the sampler and visually classified. Representative portions of each sample were then sealed and brought to our laboratory for further visual examination and laboratory testing,

Laboratory Testing Proe:ram

Representative soil samples were seleeted and tested in our laboratory to eheck field classification and to detennine pertinent engineering properties. The laboratory testing program included visual classifications, moisture eontent tests, Atterberg Limits tests, and grain size sieve analyses. The laboratory test results are included in the Appendix of this report.

Each soil sample was elassified on the basis of texture and plasticity in accordance with the Unified Soil Classification System. The group symbols for each soil type are indicated in parentheses following the soil descriptions on the boring logs. A brief explanation of the Unified Soil Classification System is included with this report. The samples were grouped by the various soil types into the major zones noted on the boring logs. The stratifieation lines designating the interfaces between earth materials on the boring logs and profiles are approXimate; in situ, the transitions may be gradual, rather than distinct.

The soil samples will be retajned in our laboratory for a period of 60 days, after which they will be discarded unless other instructions are received as to their disposition.

ECS Job No. 12915

EXPLORATION RESULTS

Site Conditlons

As previously indieated, the subject site is located along the northern side of West Church Road, east of its intersection with Cascades Parkway, in Loudoun County, Virginia. A fence surrounds the proposed site area to be developed and existing developments and structures border the site on the west, north and east sides. Based on the site plan provided to us, as well as the general site reconnaissanee. this site is currently undeveloped and is relatively clear of existing vegetation. The site topography ranges in elevation from a topographic high of approximately EL. 292 feet, to a topographic low of approximately EL. 272 feet.

Regional Geology

The site of the proposed development is located within the Triassic Basin, a structural trough filled with sedimentary and igneous rocks of the Mesozoic Age which borders the eastern margin of the Blue Ridge in Northern Virginia, The basin is a massive formation extending locally from the Rapidan River near Madison, Virginia, northward across the Potomac River and tenninates just west of Frederick, Maryland. Tn the particular area of question, the basin formed a "playa" type lake which was filled with predominantly micaceous silty, sandy materials. These materials have been compressed and thermally altered by local and regional melarnorphism to produce reddish to purplish brown, calcareous siltstone, sandstone and conglomeritic rock. The Prince WiIIiwn County Geologic Map indicates that the site is underlain by both siltstone and diabase rock materials.

The natural soils which have resulted from the in place physical and chemical weathering of the diabase or basaltic rock are comprised primarily of residual clayey or silty soils with minor amounts of fine sand. The granular nature of the residual soils generally increases with depth, as does the percentage of rock fragments. These layers are tenned weathered due to their rocklike structure but exhibit characteristics which qualify them as soil. The weathered rock strata often abruptly transitions into relatively unweathered rock.

After the Triassic Basin was formed and largely filled, volcanic action resulted in magma penetrating portions of the now partially lithified sediments within the Triassic Basin. This solidified magma is locally identified as diabase. At the contact zones between the diabase and the siltstone, the siltstone nearest the intrusion will be thennally altered (metwnorphosed) into a rock material known as hornfels or "baked" siltstone. Commonly, interfingering of the diabase and siltstone occurs, due to dike and sill intrusions. Where solidified magma is exposed as a result of subsequent erosion, it often weathers to produce a highly plastic clay which overlies typically granular soils, and ultimately, unweathered rock. As a result the residual soil weathered from the diabase, in the area where hornfels is typically contacted, can be both highly plastic and expansive.

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low to moderately penneable surficial soils. Once the water percolation reaches the bedrock, which is virtually impenneable, it perches and begins to flow at the interface of the rock and the soil and within the fractured surface of the bedrock. This groundwater flow continues downhill, with the water table occasionally surfacing to fonn as wet springs and intenninent streams. The groundwater is related to rainfall, although springs may exist in the lower lying areas for extended periods of time without recharge from rainfalL Therefore, the groundwater conditions at this site are expected to be significantly influenced by surface water runoff and rainfall, especiallY during high precipitation seasons.

The highest groundwater observations are nonnally encountered in the late winter and early spring. Therefore, the current groundwater observations are expected to be at or nenr the seasonal maximum water table. Variations in the location of the long-tenn water table may occur as a result of changes in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at the time of this exploration. Massive earthwork operations, especially in the winter and spring, are more likely to eneounter difficulties with perched conditions than those operations undertaken in the sununer or falL For long-tenn planning purposes, we strongly urge that mass grading operations be undertaken to coincide with iavorable weather periods.

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ANALYSIS AND RECOMMENDATIONS

The recommendations outlined in this report are based on the twelve borings (B-1 through B-12) that have been perfonned at the project site, as well as the site pLans provided to us by the site civil engineer. The site appears suitable for development of the proposed commercial development; however, factors such as a shallow depth to bedrock and percbed groundwater conditions will likely affect earthwork operations and foundation installation during development. The following is a presentation of our recommendations.

Subgrade Preparation and Earthwork Operations

The subgrade preparation should consist of stripping all surface cover materials, topsoil, and any other soft or unsuitable material from the building and pavement areas. We recommend a minimum of 12 inches be considered for site stripping depths to account for the depths to account for the topsoil of any deeper rootball system associated with the existing forested areas. We recommend the earthwork clearing be extended a minimwn of 10 feel beyond the building and pavement limits. Stripping limits should be extended an additional 1 foot for each foot of fill required at the building's exterior edge. The limits discussed in this paragraph define the expanded building and pavement limits.

After stripping to the desired grade. and prior to fill placement, the stripped surface should be observed by an experienced geotechnical engineer or their authorized representative. Proofrolling using a loaded dump truck, having an axle weight ofat least 10 tons, may be used at this time to aid in identifying localized soft or unsuitable material which should be removed. Special efforts should also be made to identify unsuitable soils. Any soft or unsuitable materials encountered during this proofrolling should be removed and replaced with an approved backfill compacted to the criteria given below in the section entitled Fill Placement.

Existing fill material may be encountered in some areas of the site, particularly adjacent to the existing residences, roads that bisect the site, as well as within existing utility casements. Should any existing fill materials be encountered, the flU material will need to be removed and/or reworked, as necessary. Care must be excrcise~ to identify unsuitable materials, and cause their removal. Procedures such as proofrolling, observation, or test pitting operations may be utilized to assist in identifying the presence ofunsuitable materials, as required.

The preparation of fill subgrades, as weB as proposed buildings or roadway subgrades should be observed on a fuIHime basis. These obsetvations should be perfonned by an experienced geotechnical engineer, or their representative, to verify that all unsuitable materials have been removed, and that the subgrade is suitable for support of the proposed construction and/or fills.

Fill Placement

Fill materials underneath the proposed structures, for use as backfill, embankment dams, or in pavements should consist of an approved material, free of organic maner and debris, cobbles

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as rock-like fragments in the initial excavation, must be compacted with sufficient compaction energy to substantially break them down into soil size particles during construction.

Nondurable siltstone materials removed in blast and ripping excavations may be used as till if suitably decomposed by meehanieal effort. For the purposes of this report, all siltstone materials at the site will be considered nondurable. Durability is the term used to describe the ability of a rock or roek-like material to withstand long-tem chemical and mechanical weathering without size degradation. Any siltstone excavated from the site and used as earthwork fill should have a well-graded grain size distribution with rock and soil particles ranging from clay or silt size particles to a maximum size of 6 inches in diameter with 2-inch thick siltstone plates. Particles larger than this should be decomposed by mechanical compaction equipment to achieve the dcsired grain size distribution. A minimum unifonnity coefficient, Cu. of 6 should be used to identify the proper grain size distribution and the samples should have a minimum of 20% passing the #200 sieve and 50% passing the #40 sieve. Variations from these recommendations should be evaluated by the geoteehnical engineer prior to fin placement.

It has been our experience that engineered fills constructed of siltstone materials tend to perfonn better when placed at moisture contents wet of optimum. The water associated with moisture levels on the wet side of the optimum moisture content is believed to aid in the physical and mechanical breakdown of siltstone particles as well as reduce the tendency of the soil matrix to absorb water after fill placement.

Rock Excavation and Blasting Operations

Rock excavation or blasting should be anticipated at the site in areas of cut. Blasting will also likely be required for the installation of the utility lines. As given by the enclosed boring and test pit logs, refusal depths of between 1.5± feet and 11± feet below existing site grades were recorded. In our opinion, for excavations in weathered siltstone and hornfels materials, ripping is practical for excavations extending down 2 or 3 feet into these materials, or to levels corresponding to SPT N~values of 100 blows per I to 2 inches of sampler penetration. However, blasting operations are typically required at auger refusal depths in diabase bedrock materials. It should be noted that many sitc excavation contractors reportedly use 50 blows for 6 inches of penetration as a criteria to define "rock", For general excavations below this level, hard rock requiring blasting for removal is nonnal1y encountered. Within individual footing excavations and in local exeavations for utility Jines, howcver, we anticipate that hoe~ramming will bc feasible if excavation is to extend below these levels. For the construction planning and final pay quantities, we recommend that the following definition be used to dcfine hard rock excavation material for the projeet specification:

"Roek shall be defined as those natural materials which cannot be excavated in an open excavation with a Caterpillar Model D-8, heavy duty track-type tractor. weighted at not less than 285 hp flywheel power iilld equipped with a singJe­shank hydraulic ripper, capable of exerting not less than 45,000 Ibs. breakout force. or equivalent machinery. For trenches and pits, rock shaH be defined as those materials that cannot be excavated with a CaterpiUar Model No. 345 L

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track-type hydraulic excavator, weighing not less than 99,000 Ibs., equipped with a 30-inch wide short-tip radius rock bucket, rated at not less than 345 hp f1yw-heel power with bucket~digging force of not less than 39,000 Ibs, or equivalent machinery. Boulders or masses of rock exceeding one-half cubic yard in volume shall also be considered rock excavation. This classification does not include materials such as loose rock, concrete, or other materials that can be removed by means other than drilling and blasting, rock trenching, or hoe-ramming, but which for reasons of economy in excavating, the contractor chooses to remove by drilling and blasting, rock trenching, or hoe-ramming techniques."

Based upon the results of the scismic refraction study conducted for this project, and depending upon the final desired excavation depths, it should be anticipated that alternate means other than excavation utilizing trackhoe equipment with rock teeth and ripping will be required, especially in the areas where the test lines indicated shallow rock materials. The stratification lines designating the interfaces between soil, weathered rock and rock in the seismic profiles, along with their seismic velocities are approximate; in-situ, the transitions may be gradual, rather than distinct. Additionally, it should be noted that boulders suspended in the soil matnx may not be represenled in the seismic profiles. This is characteristic of seismic refraction studies which rely lIpon the simple premise that subsequent layers of materials are increasingly harder with depth. Vertical interfaces and suspended materials may not be delineated in the profiles. As a result, boulders may require additional consideration for planning purposes.

When reviewing this data for planning purposes, consideration of the excavation capabilities of different equipment will be necessary. For example, a backhoe will likely not be able to cxeavate weathered roek materials as easily as a trackhoe or ripper. At the same time, ripping may not be an appropriatc exeavation method for the desired activities. The values derived herein have been provided for infonnational purposes and are not intended to suggest or recommend excavation methods for utility infrastructure.

Where overblasting occurs, it is often necessary to remove the disturbed materials and replace {hem with new engineered fill. In situations where blasting is required to reach footing subgrades, it is common praetiee to set eharges so that rock can be removed to a depth corresponding to about 2 feet below lowest finished floor level The blast-disturbed material is then eithcr removed and replaced with engineered fill during the overlot grading stage, or it is removed during the foundation construction stage and replaecd to subbase level using open­gradcd coarse aggregate. In either case, it should be recognized that perched water will have a tendency to colleet in the "bathtub" created as a result of the isolated blast zone. It has been our experience that the use of open·graded crushed aggregate (aild geotextiles, when neeessary), in lieu of engineered soil fill, for baekfilling these areas will reduee the likelihood for undercutting along footing lines and in slab areas. An open-graded aggregate can also serve as a groundwater reservoir where temporary sumps collect and discharge the trapped water during construction. Therefore, we recommend that the grading contractor provide the Geotechnieal Engineer of Reeord (GER) with details regarding the proposed blasting operations prior to perfonning those operations. With eare, this problem can be substantially eliminated, and should be a consideration when grading eontractors are detennining whether to approach the site using blasting or ripping procedures.

ECS Job No. 12915

Of paramount concern and a problem of significant potential cost is that of "overshooting" the rock during site preparation, should rock blasting be deemed necessary. This is especially true within the siltstone and hornfels areas where blasting will cause fracture along naturally occurring horizontal bedding planes with a typical 5 to 15 degree dip. As a result, the rock delaminates and "swells" or expand vertically along the bedding planes in the rock. If excessive charges are set, or if the charge pattern is too close or too deep, the siltstone materials will delaminate and "swell" along natural planes of weakness, this expansion can occur below the depth of excavation and the looser material left in place below the foundation element can cause signifieant settlement of foundations which bear on it. Once foundation loads are placed on the expanded siltstone materials, then the open fractures tend to close up, causing settlement. Therefore, it is strongly recommended that the charge patterns and depths be carefully selected, to avoid overblasting.

Irregularities in the base of the footing foundation are aceeptable, if rock materials are encountered. For the purposes of bid documentation, any irregularity of up to one foot vertically for ten feet ofhorizontal distance is acceptable. If the rock is overshot, it will typically excavate in a fairly platy structure, Although it may be possible to remove the larger broken plates with a backhoe, the fracture force may ereate sufficient voids in the roek plane to induce unacceptable settlement. Therefore, proper eontrol of blasting operations is criticaf at the site, along with timing of blasting operations. In general, all blasting on the site should be completed, to the extent practical, prior to the placement ofeoncrete. In the event it is necessary to blast additional locations, then the use of vibration monitoring equipment to monitor the perfonnance of placed concrete will be necessary.

The potential for overblastirig should be recognized during both the design and construction phases. We strongly recommend that the geotechnical consultant meet with the grading contractor and any blasting specialists to review shot patterns and blasting proeedures at the time of construction to minimize difficulties assoeiated with overblasting. If overshooting oecurs, the loose or disturbed materials should be removed and replaced with controlled, compacted fill placed in accordance with the recommendations included in this report. Footings in overshot areas should be extended through the replacement fill to bear on suitable intact rock.

BulJding FoundatioDs

We reeommend that the proposed structures be supported on shallow spread and/or continuous foundation systems. For footings plaeed to bear on properly compacted and controlled engineered fill or approved natural soils, we recommend a net allowable soil bearing pressure of 3,000 psf. Those soils suitable to support the 3,000 psfpressure may be identified in our boring logs as those natural materials having a minimum penetration value of 10 bpf. 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. If higher bearing pressures are required. they may be obtained by extending the footings into the natural soils or dense weathered rock materials, where a design bearing pressure of 6,000 psf is reconunended. Natural soils with SPT N-values on the order of 18 bpf or greater are suitable for support of this

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design bearing pressure. During construction, tht:: bearing capacity at the final footing excavation should be documented in the field by an experienced soil engineer to cnsure that the in situ bearing capacity at the bottom of each footing excavation is adequate for the design loads.

It should be noted that, due to the potential variability of naturally occurring soils, some of the footings may require "stepping down" or overexcavation of the footings in order to achieve the recommended soil bearing pressure. When highly plastic soils are encountered at the foundation bearing elevation or within 2 feet below, the footings should be lowered to a depth of 4 feet below the final exterior site grades or to non-expansive soils, whichever is less. Refer to the Highly Plastic Soils seetion oftrus report for additional recommendations.

Exposure to the environment may weaken the soils at the footing bearing level if the foundation excavations remain open for (00 long a time. Therefore, foundation concrete should be placed the same day that exeavations are made. If the bearing soils are softened by surface water intmsion 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" of "lean" concrete be placed on the bearing soils before the placement of reinforeing steel.

Settlement of a structure is a function of the compressibility of the natural soils, the design bearing pressure, column loads, fill depths, and the elevation of the footing with respect to the original ground surface. For the anticipated loads, total settlement values of less than 1 inch are expected. At this site, differential settlement between individual column locations or across a distance of 30 feet should be relatively minor, on the order of 75 percent of the maximum total settlement.

We recommend thal continuous footings have a minimum width of 18 inches and that isolated column footings have a minimum lateral dimension of 24 inches. The minimum dimensions recommended above help reduce the possibility of foundation bearing failure and excessive settlement due to local shear or "punching" aetion. In addition, footings should be placed at a depth to provide adequate frost cover protection. Therefore, we reeommend footings in heated areas be placed at a minimum depth of 2 feet below the finished grade, and perimeter footings subject to climatic variations be located at a minimum depth of 2.5 feet below finished grade. Additional lowering will be necessary in high plasticity soil areas, as described previously.

Floor Slab Design

For the design and construction of any interior slabs-on-grade for the proposed structures, we recommend that all existing topsoil, rootmat, and any other soft or unsuitable materials be removed from these areas. The stripped area should be observed by an experienced soil technician during the time of construction in order to aid in locating all such unsuitable materials which should be removed.

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Where new fill material is required to reach the design floor slab subgrade elevation, it is recommended that an approved inorganic material, with LL less than 45 and PI less than 20 and free of debris be used. This material should be placed in lifts not exceeding 8 inches in loose Ihickness, moisture conditioned to within ±2 percentage points of the optimum moisture content, and compacted to a minimum of 95% of the maximum density obtained in accordance with ASTM Specification D-698, Standard Proctor Method. If more than 8 feet of new fill is required to achieve the proposed grades then a higher degree of eompaction of 98% based on ASTM D­698, Standard Proctor Method should be utilized for the full depth of the fill.

For the most part, the natural soils are considered suitable for support of the slabs-on-grade. However, if high plasticity soils are encountered within 2 feet of the proposed floor slab subgrade elevation, we recommend that these materials be undercut to a depth of2 feet, or to the depth to which the high plasticity soils extend, whichever is less. These soils should be replaced with non-expansive engineered fill, placed in accordance with the recommendations for fill placement given in this report. Additional information regarding undercutting of highly plastic soils is included in the Highly Plastic Soils section of this report.

We recommend that the floor slab be isolated from the foundation footings so that differential settlement of the structure will not induce shear stresses in the floor slab. Also, in order to minimize the crack width of any shrinkage cracks that may develop near the surface of the slab, we recommend mesh reinforcement be included in the design of the floor slab. The mesh shouJd be in the top half of the slab to be effective.

We also recommend the slabs on grade be underlain by a minimum of 4 inches of granular matel;al having a maximum aggregate size of 1.5 inches and no more than 2% passing the #200 sieve. This granular layer will facilitate the fine grading of the subgrade and help prevent the rise of water through the floor slab. Prior to placing the granular material, the floor sUbgrade soil should be properly compacted, proofrolled, and free of standing water, mud, and frozen soil. Before the placement of concrete, a vapor barrier may be placed on top of the granular material to provide additional moisture protection, However, special attention should be given to the surface curing of the slab in order to minimize uneven drying of the slab and associated cracking.

It should be noted that even if slab-on-grade construction is completed within the warm months of the year, exposure of the slab-on-grade to freezing temperatures can result in frost heave. To minimize any frost heave beneath any previously installed slab-on-grade, we reconunend that all footing excavations and unpoured diamond leaveouts within the slab area be pumped out to minimize water flow into the subbase materials. and any joints in the slab or at the walls be sealed to minimize surface water flow into the subbase materials.

Exterior Pavements

For the design and construction of exterior pavements, we recommend that all the procedures outlined in this report be followed through the establishment of roadway section subgrade elevations. The stripped surface should be proofrolled and carefully obseIVed at the time of construction in order to aid in identifying the localized soft or unsuitable materials that should be

ECS Job ~o. 12915 -14­

removed. Once these areas have been established to subgradc elevations, it is important to proceed with the plaeement of all roadway design elements in a timely manner. 'Nhere standing water develops, either at the subgrade level or somewhere within the new proposed pavement design seetion (on the pavement surfaee) or within the base eourse layer, softening of the subgrade or other problems related to deterioration of pavement can be expeeted. Therefore, good drainage should be maintained throughout all new pavement sections during the construction phase. Additionally, we recommend the use oflongitudinal drains (trench drains) in areas of the planned parking lots where shallow auger refusal was encountered. A French Drain Installation Proeedure diagram is included in the Appendix of this report.

For preliminary design purposes, we recommend using a design California Bearing Ratio (CBR) value of 5 for the on-site clayey and sandy soil material. Additionally, we recommend a Resiliency Factor (RF) of 1.5 be utilized for preliminary design purposes of the proposed roadways. We suggest that at the time of construction, additional laboratory testing, i.e. California Bearing Ratio (CBR) and Atterberg Limit Tests be perfonned in the proposed pavement areas on representative subgrade materials to permit proper design of these pavements.

It is common praetice to install only the base aggregate and the base coarse asphalt during initial construction, and then the finat topping surface asphalt mueh later in the construction process. Often, depending upon the sequence and timing of construction, the final pavement surface may nol be placed until several months to even years after the initial base asphalt is placed. Studies have shown that the most critical load conditions for most residential development occur during the conslruction phase. In particular, the pavement system is SUbjected to loading that includes construction equipment. low-boys, concrete trucks, pre-fabricated joist and dry wall deliveries, and other heavy, high concentrated truck loading which does not occur once the development is finished. Not only does this represent the highest traffic loading condition, but it occurs al a time when the pavement section is not at its full strength, simply because the surface asphalt has not been placed.

Although it is usually nol economically feasible to increase the pavement section to satisfy this potential design issue, it should be recognized that prudent steps can be taken to help minimize failures of the pavement system during the construction. For example, we recommend using an intermediate type asphalt for the base layer of asphalt to reduce the amount of surface water infiltration into the pavement subbase. Furthennore, any areas that are low and wilt have a tendency to pond water shOUld be drained to the extent feasible. In addition, it may be desirable to install separation geotextiles between the subgrade soil and the subbase stone in order to maintain aggregate layer thickness and to provide additional reinforcement. This should normally be undertaken in areas that are relatively low and wet, or in areas where there is known to be a concentration of construction traffic. These concentrations should be considered to be the initial entryways to the site, the traveJways and any other high-construction traffic areas.

Depending upon the time in which the temporary construction is used as a service road, some failures should be expected. If the construction pavement system fails, it will be necessary to remove this failed section and replace it with the initial design section or an equivalent repaired section.

ECSJobNo.12915

Utility Installation

In areas where utility installation may be affected, the borings indicate rock as shallow as about O.5± feet below existing site grades. The majority of the borings encountered natural residual soils which are generally finn and are expected to be suitable for support of the utility pipes. Where rock is encountered at the subgrade, the rock should be removed to at least 6 inches below and 8 inches outside the pipe. All loose or organic materials encountered at the utility pipe subgrade should be removed. The pipe subgrade should be observed and probed for density by the geotechnical engineer to evaluate the suitability of materials encountered. Any relatively isolated, thin soft or yielding areas should be undercut or replaced with suitable compacted fill or pipe bedding material.

It is recommended that fill placed for support of the utilities meet the requirements for compacted backfill given in this report. The utility pipes should be provided with granular bedding material. The granular bedding material should eonsist of at least 6 inches of eoarse, open·graded gravel or crushed stone. Compacted baekfill should be free of topsoil, root, ice or any other material designated by the geotechnical engineer as unsuitable. The backfiU should be placed in shallow horizontal layers of maximum 8 ineh loose thickness and eompacted with neeessary type of compaction equipment to obtain at least 90% of the maximum dry density per ASTM D-698, Standard Proetor Method in paved and nonpaved (landscaped) areas, respectively. In areas within the VDOT right-of-way an increased compaetion density of 100% of the maximum dry density will apply for the upper 6 inches of the pavement subgrade. AU backfill should be placed and eompacted at a moisture content to facilitate adequate compaction without significant yielding of the surface, and should generally be within 2% to 4% of the optimum moisture content per standard Proetor tests.

The bac·kfill below pavemenls should consist of materials meeling the requirements for compacted fill given in this report. Highly plastic elay soils may be used as backfill at depths greater than 2 feet below the pavement subgrade. The backfill in unpaved areas can consist of the material removed from the trench excavation. The on-site fine-grained soils, as well as some of the coarse~grained soils or weathered rock materials are generally considered suitable for reuse as backfill; however. the moisture eontent of these soils may be excessively high to obtain adequate compaction, and drying of these materials may be neeessary. Where significant pumping or yielding of the surface observed during compaetion, the materials should either be removed or scarified and allowed to dry to a moisture content that will pennit adequate compaction. In many cases the underlying soils may be dry of optimum moisture and thus, will require wetting in order to acbieve good compaction.

Our engineering analysis and recommendations are based upon the SUbsurface information as developed by our field exploration and the general information provided to us by the arehitect and the civil engineer. We recommend that we be giVCIl the opportunity to review the utility layout and/or grading so that we may provide additional or alternate recommendations that may be warranted.

ECS Job No. 12915 -16­

Temporary and Permanent Slopes

Temporary fill slopes constructed of on site native silty or clayey soils should bc limited to a maximum gradient of approximately 2H:lV. The temporary slopes should also be thoroughly vegetated to help minimize erosion of the surficial soils. Temporary excavation slopes cut in the native soils should be no steeper than IH:IV, or as indicated by OSHA protocol. Pennanent slopes constructed of native soils should generally be 2.SH:IV or flatter. unless they are located in areas where highly plastic soils are noted and flatter gradients may apply. Slopes steeper than 3H: 1V should be designed by a geotechnical engineer. Gradients as steep as 2H: IV may be achieved through the use of select aggregate or engineered rock fills, as well as through the installation of geosynthetic5 in native soils. Small landscape bcnns may be as steep as IH:IV but should be compacted as structural fill and thoroughly vegetated immediately upon completion.

Seismic Design Consideration!

The subsurface exploration competed at this site included the drilling of borings to depths on the order of 15 feet below the existing ground surface, or to prior auger refusal on bedrock. The Intcrnational Building Code (mC) 2000, requires site classification far seismic design based on tbe upper 100 feet of a soil profile. Where site specific data are not available to a depth of 100 feet, appropriate sail properties are pennitted to be estimated by the registered design professional preparing the soils report based on known geologic conditions.

Considedng the relatively shallow weathered rock and rock stratum encountered at this site. we recommend that the design for buildings be based on a seismic site classification of Site Class C. In addition, we recommend that the USGS maps published in October 2002 be used as opposed to those included in the mc 2000. These maps are available online at the USGS website at http://cqhazmaps.usgs.govlhlmVceus2002.html.

Construction Considerations

Groundwater is not expected to be a significant or major difficulty during construction at this site, if no below grade construction is planned. However, for construetion of deep utilities, controlling groundwaler and/or perched groundwater conditions, precipitation and/or surface runoff by means ofsump pits and trenching should be expected.

Prior to the placement of footing concrete, the footings should be cleaned and free of standing water, mud, or other deleterious materials that may affect the performance of the footings. Furthennore, a geotechnical engineer should carefully observe and test all footing subgrades to detcnnine that they are representative ofthe soil types identified in our soil borings.

Exposure to the environment may weaken the soils at the footing bearing level if the foundation excavations remain open for too long a time. We recommend that the building excavations be excavated to approximately one foot above the design finish noO! elevation. The remaining one

ECS lob No. 12915

foot grading and footing excavation can then be made the same day the concrete placement is scheduled. 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 I-to 3-ineh thick "mud-mat" of "lean" concrete be placed on the bearing soils before the placement of reinforcing steel.

Proper compaction of controlled fill is an important aspect of this project. Therefore, we recommend that all fill operations be observed on a full-time basis by a qualified soil technician to detemline if minimum compaction requirements are being met.

The surficial soils cOnlain fines that are considered moderately to highly erodible. The Contractor should provide and maintain good site drainage during earthwork operations to help maintain the integrity of the surficial soils. All erosion and sedimentation shall be controlled in accordance with sound engineering practice and Current County requirements.

In a dry and undisturbed state, the majority of the soil at the site will provide good subgrade support for fill placement and construction operations. However, when wet, this soil will degrade quickly with disturbance from contraetor operations. Therefore, good site drainage should be maintained during earthwork operations which would help maintain the integrity ofthe soil.

Closing

This report has been prepared in order to aid in the evaluation ofthis site and for use by you and the design and construction team. The scope is limited 10 the speeific project and location described herein. and the project description represents our understanding of the significant aspects relevant to soil and foundation eharaeteristics. In the event that ehanges in the development are planned. we should be informed so the ehanges can be reviewed and the conclusions of this report modified or approved in writing by ECS. As a check, we recommend that we be authorized to review the project plans and specifications to confirm that our report recommendations have been interpreted in accordance with our intent. Without this review, we will not be responsible for misinterpretation of our data, our analysis, andlor our recommendations, nor how these are incorporated into the final design.

APPENDIX

Unified Soil Classification System

Reference Notes For Boring Logs

Boring Logs B-1 Through B-12

Laboratory Test Summary

Plasticity Chart

Grain Size Analysis

Lateral Earth Pressure Diagram

VDOT Specifications - Cross Section for Roadway Fill Embankment

French Drain Installation Procedure

Boring Location DiagramNieinity Map

Unified 5011 Classification System (ASTM 0.2487)�

GOtlUP� Mljor O~iotl. ,~.... 1VDicl11 Names L.lIOotIIkIJv Clu"bticrIl C,..,.�

W~J.o;J ...doIId ",,"v,., glBvel-aBoo mb<lurel, GW , c... D,JDIO orellB, Ill.,,~; c." (0-)"1D,0'" D.,. ~n 1 stili 3 1IaloIIJ'IlClilnu• 11 I jj~ •

Poort)'i1llldeod glB"''', ll"IVll-und mlKtuIQ ! !G" Nat mwIIllI.lliI~1lorI rwqunmIIJII for GWIllllIIl>Ir.o .....•I .j! H ! ~oi iI C>1 IA!lIIIbeIv IImIt5 ~Iow ",." lin,.:C

GM' c.'!. s~ OI8Vell, gl1lval-utld....11 mil""",. I ~ ~ orP.1 lenh"4 AIll:ooe "A" h wIh P.I. ~n

~ .. 8nel 7 _ Dl:OVWrltM ~. rwqulrlnll:} it jlJ " I" ~al" ~~ IhII U. <;If IN,1 11'"'­• 0 Alle!tllt!1ll~ belcJw "A"H GO C..,.~ Gravell, gl'ilvel-unlklBy mlaluflla i~ ~~ k1, _ P I goeSl8r men rr.,,f

! or 1:� n ~fWII-graded Mllda, gln'ly ...ndl, IIl!II

'W C. ~ Dw,.{l,.Il..a18r hI' e; c ... (0..1"10". D.,. ~n , -oil 3 or nolNrl8~, if U< ,• H•

< Pool'tMlradll'llll&nl!l.ll"".... 1/)' 1lAtId1, 0 ~! Nat mMIInIl II (I'1IddDl'l rwqull'lu'lellW for SWliIIIIl or no finl.:, f,i

p " j!J�! 'H 'i ftOh AIlBrtlerg 1mb lbaYe "A"�

'M' c.'!. S~ 'lfIlIl, Istld-IIII mbclunl, horP,r.llIl&lh8nlOJ .,- Unlb pbttlng In hllched zone wIh P ,I,: ! IMj ,

'*-1111 enel7 _~. ~... rwquK'1l!1l'Ie lila or dllll-vrnbcllll' AIlIIltlel1j'" .bi:>\I. "A"so ClByly ..nda, land..::l8y mt<1uf9B r~h"' .... wIIh P.1. ; .....rlh.n 7W HH~

lnorg.nlc: BlIb .nlll Vlry .....IIdB,� M' n;w;k flour. lilly g(;IiJ)'rf"" BlIIIdI,�

~ g( CI8)'11~ lilI ¥\lIl1 llIllhl pliUlIl:ily�

<! I IrIOI';I.nle CI8)'11 01 k:IW 19....a.f11 PIUlicil)' Chan• ~J 0' pIllBll!;Ity, ;llIvllty c\llyB, Bandy CI8)'11,�,,• '! Billy ;IlI)'11, Ill... CIB)'B , ,

I�! ~= "

r,

II /

~ I i I.. ~ C\!1j.l1", """ 'lid O'llllnlc: lilly c\ll)'llli" ~

0' " I I I /k:IW pIllllieily Cll 0 · '0

~~ IIlOI';lBnl: ..... mt:'CIClUI or diBlom.c_ •.. I I I 1/ i IM" finl BlIlldy or ~ loll, .1I111e IWI& • '0~ :g , QHUld MH,H. i

~

"

, ,.,." 7 , !

H '011 I0- InOl'\lenle CI8)'11 of high pIlllllclly, '" cllyl! ICL V o• H

H ,10f-+CL-M1. < ML.nd•" ~ ~ OT'gBnl: clB)'IIli medium 10 high pIllltil;:lly, oI I I, OL I !

,.~ org.nle IIlI 0 ,. '0 '0 '0 SO 60 '0 90 100"" Liquid Jimil

~,

~ Plel end Olhlr hlghty organ;: 10..iU, 0

, Di"slon of OM and SM oroupi into subdivisions Of d and u ala for road. and ,lrf18IClI only, SubdlvlBIon II billed on Altertlerg llmIlI; aol'ftx d uaed when L.l. ,! ~8 or lal. IInCll/1e PI, is 15 or !ell: rile lIuffix u is used.....nen L.L. II Of6ll16lrhen ~8,

'Borderline cla!sifical,onB, UIIICl lor soils posBtlsslng the cherBCterislicI 0' f'\loO oroupl, are desillneted by con-tlinalions of group .ymbol•. For 6Il8I'll'1e: OW-OG, wellilraded orand-lend mixtW'e .....th clay binder,

From Winterkom and Fang, 1975

REFERENCE NOTES FOR BORING LOGS�

I. Drilling and Sampling Symbols:

55 - Split Spoon Sampler ST - Shelby Tube Sampler RC - Rock Core: NX, BX, AX PM - Pressunneter DC - Dutch Cone Penetrometer

RB - Rock Bit Drilling BS - Bulk Sample of Cuttings PA - Power Auger (no sample) HSA - Hollow Stem Auger WS - Wash Sample

Standard Penetration (BlowslFt) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a 2 inch 0.0. split spoon sampler. as specified in ASTM D~1586. The blow count is commonly referred to as the N.value.

U. Correlation ofPenetratioD Resistances to Soil Properties;

Relative Densitv-Sands. Silts

£.PT-N 0- 3 4- 9

10-29 30-49 50-80

over 80

Relative Densit'i Very Loose Loose Medium Dense Dense Very Dense Extremely Dense

Ill. Unified Soil Clnssificj!tjon .symbol§: OP Poorly Graded Gravel OW Well Graded Gravel GM Silly Gravel GC Clayey Gravels SP Poorly Graded Sands. SW Well Graded Sands 8M Silty Sands SC Clayey Sands

IV. Water Level Measurement Symbols:

WL· --Water Level ws - While Sampling ',lID· \\'bile Drilling

Consistency of Cohesive SQils

Unconfined Compressive

Strength. 00, lsf under 0.25 0.25-0.49 0.50-0.99 1.00-1.99 2.00-3.99 4.00·8.00 over 8.00

ConsistencY V~ Soft Soft Firm Stiff

Very Stiff Hard V~ Hard

ML - Low Plasticity Silts MH - High Plasticity Silts� CL - Low Plasticity Clays� CH ~ High Plasticity Clays� OL - Low Plasticity Organics� OH. - High Plasticity Organics� CL· ML - Dual Cla.ssification�

(Typical)�

AB • After Boring but Before Casing Removal AC - After Casing Removal

WCI - Wet Cave In DO - Dry Cave In

The W'dter levels are those water levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augenng, without adding fluids, in a granular soil. In clays and plastic silts, lhe accurate detennination of water levels may require several days for the waler level to stabilize. In such caSes, additional methods ofmeasurement are generally applied.

- -

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,.,...., UQUID.-UIIIr •� UIIIr •........� I� ..

DI:SClaPTION or IU.TI:RW. BMGLISB UHlTB g� •g K K lOCI l;UAIm' DaDDu:noa: a &btu, RQDX- - - REe••Ii

IBO'ITOK or C&SIIf'G,-- lDS9 or CIICtJ1ATIOR 1 ~ I-2<l...........-llOlO----Olll<-l�E ti

~ SURrACI !lJ:VATlOH� S ftAllDARD PDnRmOJf274 ~ ....../fT.

o _ i i I� ,. .. .. .. ... !\Tops.II Ooplh 3" f ..-" :~

; -� (~~..:� Rock Fragments, Rod. (FILL) ,... "..-

- Sandy SILT. With Rock 2 SS '8 18 Fragments, Trace Mlco. Red, ':-27C ( ~53

6 _ Wolst. t.t.dlum Dense to Dense, (WL)� ;;­

~ 3 SS '8 18 -l~73- ~

- 4 SS 18 '8 ;265� 1 _� ~ - -

-=� Weathered SILTSTONE. Red. Very ,Dense, (Weathered Rock)-= h.­

10-:p;:: ~ ~260

AUGER REfUSAL 0 14.10' ­-� -

--= ---= ~255

20- ~

C­-=� ~

--�

~

~250-= 26-� ~

~-= -� ~

~ -r:-245

__ L_-=� L30-=1-­

THE STRAT1nCA1'1Ot LINES RENESENT 1l£ ofII'I"ItIDWIATE DIGWl"l' LINES JETVEEN SOIL TYP£S IM-$ITU TH£ ~ IMY IE GlWIUN..

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......, _ U01JID...... .-. ...... X

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o : I I I�I I I I. .. ..ao� 00+

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5 _� ~

Weathered SILTSTONE, With Sandy L270 - 3 SS 17 17 SILT. Rid, Very 0.",., _

'11'c

r\ (Wealhered Rock)

r\ Weath.red SILTSTONE. Very

10-: Dense. (Weathered Rock) ~¥

'­- AUGER REFUSAL 0 8.80' -265�

-:� -� Lf::­-� :­

1S-=� ­-� 1:-260

L-: -� L

-:� f::­20- f­

-: 1:-255 L-:

-� f­-� L

25-� f­-� ~250 -� f­-: -� Lf::­

__ L_30-= 1--� L

nc. ITRATlI'lCATDI LXS REPRESENT TI£ N"PmllJMATE DIGlMV UI€S IETVEEN SIDl. m'ES .snu 11«: 'TRNGtTDl MY IE GRa\IIIW.

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......, _W.,. . ............ ...... 6

Dii9CRiPfiUW or 1lU.DKW. IRQUllII tnmlIi ..ell: QtWm' ~ • MUtu.~ i i ~ RQDX- - - IEC.XII fi M 8O'ITOIl • "'"""'.- LOIlll • aJlCIlWIIIR .,....... If--2O»-4OK-~1

8UBJ'M::II E.l'9'AftOlf 274 I I e-­0

I I I I -,.. ..I. IG

Sandy SILT, With Rock Fragments ­.""Gnd Roots. Trace Clay and Mica. ", :­

- I SS 18 18 Red. "alit, Loo.e to Den••• ,;'" ­(nu.) '�- '

,.I=­;':­

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-'.:., ' " :­-= ~ ".3 SS 18 18 ;.!. 27-",- ·t ­- 4 SS 18 19 '.<

.' f-265 41

"

1 '.~.'; :­• ­-= - ~:

.l,.: ~ -Weathored SILTSTOHE. WIth Sandy - 5 SS 18 19 Clayey, SIN, Rod, Wo!, Modlum 260 0

1 _ Den.. to Very Den••, (W,athem Rock)-

-= -:-255 liJ

END OF BORING 0 18.80'20": ­-= :­- -

--= - -250

25-= :­

-= :­-

- :-245 30-= f-. --'- ­

-

THE STIIATIF1CATJOt LH$ llEI"RDID« TME ~Tt DIGlM'l' lINES JE'NEEN sma. TYPES Dt-$lTU Tt£ 1'ItANStTJDN MY IE lIlWILW. _.......�i 1llo 13.5' ..... 11-24-06 1_16.7'~9.4' 11-24-06 ct.... IR ......... 15.0'� ..---- I11110 ...... STEVENS JJmUItG D!IIDD HOLLOW STEW AUGER

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......., W.,.� UIII..

_. ......"""'" X A DJ:9C1UPI'JON or KATIRIAL ElIGUBI! 1llIITll •A JlOCI[ QWUn' DI:9IOIll~ • HiCUtDJ'~ ~ I g

ROD'- - - REc.xi ~ ~ BO'l'TOK or CASDfG'- IDSS Or CIBCULt.'ftON ~ I f--,.....-....-.....-...-, BURrACI JDVATION <8l BrAIIDAD PDII!IU.'IIOlf277 ,",,"",".

I i i i I I 5 .. .. .. .. ...�o _ Sandy SILT, Trclce Clay, Gravel� and Nlca. Red, Nolst, Den••,�- I 55 15 15 (Ill) -275

:. I'I\ W..,lh....d SilTSTONE, V.ry

- Dense, (Weathered Rock) / :. . i¥ 5- ­

AUGER REfUSAL 0 3.00' --= - :'270

-= :­- -10-= ­

,... -= - :'265

-= :­- -is-: :­

--= - :-260 --= - '­

20­ :­,... -= - [-255

--=

25-= ~ - f­

;:-250-= - f­- ~ 30-= -- '- '-

Tt£ SlIIAT1flCATIl»l LINES RD'RESENT nE ~TE IlJ..ICDARY UlCS IET'J£EN SOIL 11'PD IN-SITU ntt 'J'ItNGIT1D4 MY IE: GfWlW..

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Sft'B LOCATION -0- CWIlRAftD ~'.......LOUDOUN COUNTY, VA.� 0+, • • •

PUllIIt: w.... ...... Ill... ........ _�

x • " i g DI9CRII'TION OP ........... ""GUSH tJIIlI'9 ~ g�g BOCI: qtwlIT D&SmIIl'lllD' III It&ViUt

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and W'co, Red, Wolst. W.dlum =­-�~WDen.., (ML)� I- 275

f­-: Weathered SILTSTONE. Very5-� I-­Dens., (Weathered Rock) -:� I:"-� AUGER REFUSAL 0 2.70' I-­-� 1:"27C

-:� I:"10-=� I-­

-:� I:"-� I-­-:� 1:"265 - I-­

15- I-­f­-:

-� I-­1:-260-:

-� I-­20~ I:'-� I-­

....: f­

-: 1:-255� -

f-I:' 25-: -

f-I:' -: -� 1:'250-: __� I:'30--= '--�

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Engineering Consulting Services Mid-Atlantic, LLC� Chantilly, Virginia�

Laboratory Testing Summary� Completed Date: 12104106

Project Number: 12915 Project Name: West Church Road

Project Engineer: RFS Principal Engineer: JAS Summary By: HTN

Percent Com action Boring Sample Depth Moisture Liquid Plastic Plasticity Passing Maximum Optimum CBR Other Number Number (feet) Content U5C5 Limit Limit Index No. 200 Density Moisture Value

(%) Sieve ( (%1

B-1 5-1 0-1.5 2.0 B-1 5-2 2.5 -4.0 12.4 GC 29 21 8 35.1 B-1 5-3 5.0 - 6.5 3.7 B-1 5-4 8.5 -10.0 15.3 8-7 5-1 0-1.5 18.5 B-7 5-2 2.5 -4.0 6.4

B-l1 5-1 0- 1.5 14.4 B-l1 5-2 2.5 -4.0 4.8 8-10 5-1 0-1.5 16.7 GC 30 21 9 30.1 B-10 5-2 2.5 -4.0 2.7 B-2 5-1 0-1.5 10.9 B-2 5-2 2.5 -4.0 6.2 B-2 5-3 5.0 - 6.5 10.3 5C 27 18 9 47.1 B-2 5-4 8.5-10.0 9.0 B-2 5-5 13.5 - 15.0 8.7

Summary Key: SA .= See Attached Hyd = Hydrometer UCS = Unconfined Compression Soil NP = Non Plastic S = Standard Proctor Con = Consolidation UCR = Unconfined Compression Rock M= Modified Proctor OS = Direct Shear LS = Lime Stabilization V = Virginia Test Method GS = Specific Gra'Yity CS = Cement Stabilization OC = Organic Content

109792M.xls

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U.S. STANDMD SIEVE U.S. ITA/llDARD lillf'ft NUMBERS OPENING IN INCKU

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PARTICLE SIZE IN MILLIMETERS

BOrlngl Depth Svmbol LL PI o.e(;rlptlon

Sample No. (..../ • ,1

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.', •S,3 5.0-6.5 27 • ClaYeY Gravel wlSand Reddish Brown {GCl

8·10 S-1 0-1.5 30 • Clavev Sand wiG ravel Reddish Brown (Sel""

A

Applicable ASTM: 0-422 ECS MID·ATLANTIC, LLC

Project: Wnt Church Road Chantilly, Virginia Project No: 12915

Pertormed Date: 11130/06 Grain Size Analysis

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LIQUID LIMIT, LL

BORINGI WATER

SAMPLE DEPTH TEST CONTENT No. l'eet' SYMBOL DESCRIPTION 1%\ LL Pl PI

B-l/ S-2 2.5-4.0 [ Clayey Gravel w/Sand Reddish Brown GC 12.4 29 21 8 B-2/ S-3 5.0-6.5 Clavev Gravel w/Sand Reddish Brown GC 16.7 27 18 9•

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Applicable ASTM: 0-<1318 ECa·Mld·Allantlc, LLC

Project: West Church Road Chantilly, Virginia

i Project No.: 12915

Performed Date: 1113012006 Plastlcltv Chart

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