preliminary geotechnical engineering services …

PRELIMINARY GEOTECHNICAL

ENGINEERING SERVICES REPORT

For

PARCEL 26B US Rt. 29, Stringfellow Road and Autumn Willow Drive

Fairfax, VA

Prepared for

Fairfax County Department of Housing and Community Development

3700 Pender Drive, Suite 300 Fairfax, VA - 22030

Prepared by

Professional Service Industries, Inc. 2930 Eskridge Rd

Fairfax, VA Telephone (703) 698-9300

Fax (703) 560-7931

PSI PROJECT NO.: 0512887-1

June 28, 2019

_______________________ Pavan Karanam Staff Engineer

___________________ Richard Weber Principal Consultant

___________________ Naveen Thakur Geotechnical Department Manager

June 28, 2019

Fairfax County Department of Housing and Community Development 3700 Pender Drive, Suite 300 Fairfax, VA - 22030

Attention: Tony Esse, P.E.

Associate Director, Design, Development and Construction

Email: [email protected]

Subject: Preliminary Geotechnical Engineering Services Report

Parcel 26B

US Rt.29, Stringfellow Road and Autumn Willow Drive

Fairfax, VA

PSI Report Number: 0512887-1

Dear Mr. Esse:

Thank you for choosing Professional Service Industries, Inc. (PSI), an Intertek Company

as your consultant for the above referenced project.

Per your authorization, PSI has completed a preliminary geotechnical engineering report

for the above referenced project. The findings are discussed in the accompanying report.

Should there be any questions, please do not hesitate to contact our office at (703) 698-

9300. PSI would be pleased to continue providing geotechnical services throughout the

implementation of the project, and we look forward to working with you and your

organization on this and future projects.

Respectfully submitted,

PROFESSIONAL SERVICE INDUSTRIES, INC.

Pavan Karanam Naveen Thakur

Staff Engineer Geotechnical Department Manager

mailto:[email protected]

Parcel 26B at Rt.29, Stringfellow Rd. and Autumn Willow Drive June 28, 2019 Fairfax, VA PSI Project Number 0512887-1

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TABLE OF CONTENTS

1 EXECUTIVE SUMMARY ...................................................................................... 2

2 PROJECT INFORMATION .................................................................................. 3

2.1 PROPOSAL AND PROJECT AUTHORIZATION ..................................... 3

2.2 PROJECT DESCRIPTION ........................................................................ 3

2.3 PURPOSE AND SCOPE OF WORK ......................................................... 3

2.5 LABORATORY TESTING ......................................................................... 5

3 SITE AND SUBSURFACE CONDITIONS ........................................................... 6

3.1 SITE LOCATION AND DESCRIPTION ..................................................... 6

3.2 AREA GEOLOGY ..................................................................................... 6

3.3 SUBSURFACE SOIL CONDITIONS ......................................................... 6

3.4 GROUNDWATER CONDITIONS .............................................................. 7

3.5 LABORATORY TESTING ......................................................................... 7

4 GEOTECHNICAL EVALUATION AND PRELIMINARY RECOMMENDATIONS 9

4.1 SEISMIC CONSIDERATIONS ................................................................... 9

4.2 SITE PREPARATION AND EARTHWORK ............................................ 10

4.3 FOUNDATION DISCUSSION .................................................................. 12

5 REPORT LIMITATIONS ..................................................................................... 14

APPENDICES Important Information About Your Geotechnical Report ...................................... Appendix A Site Vicinity Map, Boring Location Plan, Soil Classification Map ...................... Appendix B Boring Logs ........................................................................................................ Appendix C Laboratory Test Results ...................................................................................... Appendix D


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1 EXECUTIVE SUMMARY

PSI has completed the preliminary geotechnical assessment for Parcel 26B located at the intersection of US Route 29, Stringfellow Road and Autumn Willow Drive in Fairfax, Virginia. PSI understand that the Fairfax County Department of Housing and Community Development plans to develop the10.88-acre tract of land (Parcel 26B) located at the intersection of US Route 29, Stringfellow Road and Autumn Willow Drive in Fairfax, Virginia. The proposed development consists of five residential apartment buildings, a club house, new paved parking areas, drive aisles and roadways. Based on the google earth and partial grading information provided to us by Fairfax County Department of Housing and Community Development, the existing grade within the proposed construction slopes from EL. 360 to EL. 390 feet from west to northeast . A total of seven soil test borings (B-1 through B-7) were drilled for this project with depths ranging from 14.3 to 35 feet below the existing grade. Explorations were taken for foundation and stormwater management considerations. Subsurface conditions at the site consist of sandy lean CLAY (CL), silty SAND (SM), sandy SILT (ML), sandy ELASTIC SILT (MH), FAT CLAY with sand (CH), lean CLAY with sand (CL) and sandy SILT with gravel (ML) to the depths explored. Based on the review of the subsurface conditions and an assumed structural loading, shallow foundations can be used to support the buildings. Groundwater was encountered in borings B-3, B-6 and B-7 at 18, 26 and 24 feet below the existing ground level, respectively. As such, depending upon the final site grading plans, groundwater may or may not be a concern during the excavation and construction of the shallow foundations and other facilities. If groundwater seepage resulting from surface run off is present, sump pumps can be used for temporary dewatering. Preliminary recommendations relative to earthwork and foundations are summarized in the report. The owner/designer should not rely solely upon the executive summary and must read and understand the entire contents of this report. Further, once the final site grading plans are available, additional test borings within the footprint of the proposed facilities are recommended, and the preliminary geotechnical recommendations provided herein will be revised accordingly.


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2 PROJECT INFORMATION

2.1 PROPOSAL AND PROJECT AUTHORIZATION This report presents the findings and preliminary recommendations of the subsurface exploration and geotechnical assessment performed by Intertek-PSI for Parcel 26B located at the intersection of US Rt. 29, Stringfellow Road and Autumn Willow Drive in Fairfax, Virginia. The contract was executed by Mr. Tony Esse, P.E. of Fairfax County Department of Housing and Community Development through an email on April 4, 2019. PSI’s scope of work is described under the “Geotechnical Exploration Services" section. 2.2 PROJECT DESCRIPTION PSI was provided with a request for proposal (RFP) via email on February 7, 2019 from Mr. Tony Esse, P.E. of Fairfax County Department of Housing and Community Development. Based on the provided information, PSI understands that the Fairfax County Department of Housing and Development is interested in identifying any potential site issues which may impact the cost and development of the approximately 10.88-acre tract of land (Parcel 26B) located at the intersection of US Rt. 29, Stringfellow Road and Autumn Willow Drive in Fairfax, Virginia. The RFP included a drawing titled “Proposed Boring Location Plan.pdf” showing the boring locations on the preliminary rough site plan of Parcel 26B with proposed apartment buildings and club house. Five proposed residential apartment buildings will be 2-story, slab-on-grade, wood frame building and similar construction will be used for a single-story club house building. Due to preliminary state of the proposed site development, structural loads, site grading plans and finish floor information of the proposed structures were not provided..

2.3 PURPOSE AND SCOPE OF WORK The scope of services for this study included a site reconnaissance of the project area and the preliminary assessment of subsurface conditions through field explorations and laboratory testing. Included in this report are the preliminary assessment of the site, subsurface conditions relative to the proposed development, and engineering studies that were used in preparing this report. Information from the subsurface exploration was used to develop the following:

• Geologic review of the project site.

• Subsurface conditions encountered including pertinent soil properties, groundwater levels and drainage characteristics.


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• Soil data review and analysis as it relates to the proposed site construction and development.

• Feasibility of type of foundations based on the subsurface conditions.

• Comments relating to observed geotechnical conditions such as soft material or groundwater which could impact development.

• Determination of the Seismic Site Class per IBC 2015 based on the SPT N-values obtained during field exploration.

The scope of our services did not include an environmental assessment for determining the presence or absence of wetlands, hazardous or toxic materials in the soil, bedrock, groundwater, or air, on or below or around this site. Any statement in this report or on the boring logs regarding odors, colors, unusual or unexpected items or conditions are strictly for the information of our client. PSI did not provide, nor was it requested to provide, any service to investigate or detect the presence of moisture, mold or other biological contaminants in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI’s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot, and shall not, be held responsible for the occurrence or recurrence of mold amplification. 2.4 SUBSURFACE EXPLORATION PROGRAM The subsurface exploration consisted of seven soil test borings drilled to depths ranging from 14.3 feet to 35 feet below the existing ground level. The approximate location of each boring is shown on the attached Boring Location Plan, in Appendix B. Our drilling subcontractor used a CME 55C drill rig fitted with hollow stem auger equipped and automatic hammer to advance the boreholes, conduct Standard Penetration Test (SPT) and retrieve soil samples. SPTs were performed at selected depths within the borings as detailed in ASTM D1586. The penetration resistance, in conjunction with soil classifications, provides an indication of engineering characteristics and strength of the underlying soil. Based on the client provided site plan, the test borings were approximately located in the field with respect to the known site features. The boring elevations shown on the individual boring logs provided in Appendix C were estimated using information from google earth. The elevations are approximate.


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Soil samples recovered during the drilling operations were transported to PSI’s laboratory in Fairfax, Virginia for visual classification and further evaluation/testing. Groundwater when encountered was noted on the logs. Descriptions of the soils encountered during our subsurface exploration are also provided in the Boring Logs. Groundwater conditions, penetration resistances, and other pertinent drilling and subsurface information are included in the Boring Logs in Appendix C. The location of each boring is shown on the attached Boring Location Plan, in Appendix B. the findings of the PSI borings are presented on the Test Boring Logs and soil profile included in Appendix C.

2.5 LABORATORY TESTING Limited soil laboratory testing was conducted as part of our services. The tests and results are reported in Section 3.5.


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3 SITE AND SUBSURFACE CONDITIONS

3.1 SITE LOCATION AND DESCRIPTION The proposed project site is located at the intersection of Route 29, Stringfellow Road and Autumn Willow Drive in Fairfax, Virginia. Based on google earth and site reconnaissance, the proposed construction/development area is currently a wooded area with dense matured trees and thick bushes. Based on the google earth and partial grading information provided to us, the existing grade within the proposed construction limits slopes from EL. 360 to EL. 390 feet along west to northeast direction. The approximate location of the site is shown on the Site Vicinity Map in Appendix B.

3.2 AREA GEOLOGY Based on the Geological Map of Virginia (1993), the site is geologically located in the Mather Gorge Formation. This formation consists of Schist with greenish gray to gray, reddish-brown weathering, fine to coarse grained materials, lustrous, rich in quartz and lesser amount of mica gneiss. This formation also contains interbedded metagraywacke, calc-silicate rock, abundant mafic and ultramafic rock debris.

3.3 SUBSURFACE SOIL CONDITIONS

Results from the borings are presented on the Boring Logs which are included in Appendix C. Based on the drilling and laboratory test performed on samples from the seven soil test borings, the encountered soils and their stratification are summarized as follows. Surficial Cover:

At the ground surface, all the test borings encountered approximately 2 to 3-inches of topsoil / forest mat. Native Subsurface Soils: Beneath the surficial cover, native cohesive soils and native granular soils described as sandy lean CLAY (CL), silty SAND (SM), sandy SILT (ML),sandy ELASTIC SILT (MH), lean CLAY with sand (CL), FAT CLAY with sand (CH) and sandy SILT with gravel (ML) were encountered up to depths varying from 8.5 feet to 35 feet, below the existing grade. These soils had moisture contents ranging from 4% to 32% and SPT N values ranging from 4 blows per foot (bpf) to over 50 bpf. The soils were predominately stiff below 2 feet from the existing ground surface.


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Highly Weathered Rock: Beneath the native soils, Highly Weathered Rock described as very dense silty SAND (SM) and very hard sandy SILT (ML) was encountered to the boring termination depths. Auger refusal was also encountered in all of the test borings. Atterberg limits and sieve analysis tests were performed of the native soils from depths ranging from 1 feet to 9 feet. Based on the lab testing, the soils were classified as sandy lean CLAY (CL), silty SAND (SM), sandy ELASTIC SILT (MH) and FAT CLAY with sand (CH). The results of those tests are summarized on the boring logs and in section 2.5 of this report. The above subsurface description highlights the major soil strata encountered. The boring logs included in the Appendix C should be reviewed for specific information as to individual test boring locations. The stratification lines shown on the test boring logs represent the conditions only at the actual test boring locations. Any stratification lines represent the approximate boundaries ranging from subsurface materials and the actual transition may be gradual.

3.4 GROUNDWATER CONDITIONS During drilling, groundwater was encountered in borings B-3, B-6 and B-7 at 18 feet, 26 feet and 24 feet below the existing ground level, respectively. Refer to attached test boring logs in Appendix C indicating the approximate depths of groundwater at each test boring location. For safety reasons, the boreholes were backfilled upon completion. The groundwater observations presented in this report and the attached boring logs reflect those observed at the time of our field activities. Since the subsurface soil materials below the surface of this site consisted of slowly draining clays, gravels, sands and silts, the short-term water levels measured during drilling are considered representative of site conditions only at the time that the reading was made. No 24-hour on longer measurements were made. Groundwater can be higher than stated on the logs.

3.5 LABORATORY TESTING Our geotechnical engineering staff visually classified the recovered soil samples in the laboratory in general accordance with the Unified Soil Classification System (USCS) (ASTM D2488). Natural moisture content determinations (ASTM D2216), Atterberg limits tests (ASTM D4318) and grain size analyses (ASTM D6913) were conducted on selected samples. The soil samples obtained during this exploration will be retained in our laboratory for two months, unless otherwise advised. Thereafter, the samples will be disposed. A summary of laboratory test results is presented in the following table. The detailed laboratory test results are provided Appendix D and are shown on the individual boring logs.


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Table 1: Laboratory Summary Sheet

Borehole ID Approximate

Depth (ft.)

Atterberg Limits %<#200 Sieve

Water Content

(%) Liquid Limit

Plastic Limit

Plasticity Index

B-01

1 45 23 22 60.2 23

3 14

6 15

19 16

B-02

1 25

3 23

6 20

9 Non-Plastic 35.1 17

19 25

B-03

1 27

3 59 31 28 67.4 29

6 25

14 28

B-04

1 22

3 69 31 38 76.3 32

6 13

B-05

1 13

3 53 33 20 51.1 22

6 5

14.3 11

B-06

1 22

3 13

6 35 29 6 26.4 7

14 4

B-07

1 27

3 24

9 28

24 16


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4 GEOTECHNICAL EVALUATION AND PRELIMINARY RECOMMENDATIONS

This report is preliminary and no site grading plans, specific building loads or the finish floor elevation for the proposed buildings are available. The data developed during this study indicates that the subsurface soil and groundwater conditions are generally suitable for constructing the proposed buildings, slab-on-grade, pavements, earthwork and related infrastructure. Buildings can be supported on shallow spread footings. Based on the review of subsurface soils, the site in general will support shallow foundations and other facilities at the site. However, there are some geotechnical issues that might be encountered at the site and are described below. In addition, the geotechnical recommendations to remediate these issues are also provided below.

• Based on the “Fairfax County Soil Map Guide”, the central, northern and northeastern portions of the project site will consist of soil group type 64B. The soil group 64B are of Jackland and Haymarket soil formation and these soils are Class III soils, which are subjected to high shrinkage and swelling behavior. This is also evident based on the subsurface information from our test borings B-3, B-4 and B-5, where high plasticity and expansive Elastic Silt (MH) soils were encountered. The approximate limits of these expansive soils are provided in the “Soil Classification Map – Figure 3” in Appendix B.

• In addition to above, within the central and eastern portions of the project site, soil group 39B will also be encountered. The soil group 39B are of Glenelg Silt Loam formation and these soils are of Class I type. However, these soils may potentially contain Asbestos as indicated on the attached Soil Classification Map – Figure 3 (Appendix B)

4.1 SEISMIC CONSIDERATIONS

The project site is located within a municipality that employs the International Building Code (IBC), 2015 edition. As part of this code, the design of structures must consider dynamic forces resulting from seismic events. These forces are dependent upon the magnitude of the earthquake event as well as the properties of the soils that underlie the site. Part of the IBC code procedure to evaluate seismic forces requires the evaluation of the Seismic Site Class, which categorizes the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface. To define the Seismic Site Class for this project, and in accordance with your requested level of assessment, we have interpreted the results of our soil test borings drilled within the project site per Section 1613.5 of the code. Material properties were estimated below the depth of the borings based upon data available in published geologic reports as well as our experience with subsurface conditions in the general site area.


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Based upon our assessment, it is our opinion that the subsurface conditions within the areas of the site planned for building construction are consistent with the characteristics of Site Class C as defined in Table 1613.5.2 of the building code. The associated IBC probabilistic ground motion values for latitude 38.842541° and longitude -77.402904o obtained from https://siesmicmaps.org/ on the ATC Hazards by Location Tool application (https://earthquake.usgs.gov/hazards/designmaps/designmaps-gone.php) are as follows:

Table 2: Seismic Design Parameters*

Period (seconds)

Mapped MCE Spectral Response

Acceleration** (g)

Site Coefficients

Adjusted MCE Spectral Response

Acceleration (g)

Design Spectral Response

Acceleration (g)

0.2 Ss 0.123 Fa 1.2 SMS 0.147 SDS 0.098

1.0 S1 0.052 Fv 1.7 SM1 0.089 SD1 0.059 * 2% Probability of exceedance in 50 years. ** At B-C interface (i.e. top of bedrock). MCE= Maximum Considered Earthquake

The Site Coefficients, Fa and Fv presented in the above table were also obtained from the USGS calculator but can be interpolated from IBC Tables 1613.5.3(1) and 1613.5.3(2) as a function of the site classification and mapped spectral response acceleration at the short (Ss) and 1 second (S1) periods. For Seismic Design Category designations of C, D, E or F, which are contingent on the structure “Occupancy Category”, the Code also requires an assessment of liquefaction, slope stability and surface rupture due to faulting or lateral spreading. Detailed evaluations of these factors were beyond the scope of this study. However, the following table presents a qualitative assessment of these issues considering the site class, the subsurface soil properties, the groundwater elevation and probabilistic ground motions.

Table 3: Seismic Hazards

Hazard Relative Risk Comments

Liquefaction Low The materials with low SPT N-values have high fines contents and the seismicity is low.

Slope Stability Low The site is relatively level and does not incorporate significant cut or fill slopes.

Surface Rupture Low The site is not underlain by a mapped Holocene-aged fault.

4.2 SITE PREPARATION AND EARTHWORK

Since this report is preliminary, the following Site Preparation and Earthwork recommendations provided herein should be considered as general and are intended to attain the planned grades within the footprint areas of the proposed buildings and parking

https://siesmicmaps.org/

https://earthquake.usgs.gov/hazards/designmaps/designmaps-gone.php


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areas.

• Site preparation procedures should include removing topsoil, vegetation, root mat and other deleterious material within the construction area or depressions left from removing tree's root balls and shrubs along the lot periphery which should be backfilled with compacted structural fill. Topsoil may be stockpiled for later use in landscape areas or may be removed from the site. Under no circumstances should topsoil or other organic-laden soil be placed as structural fill. All underground utilities within the planned development area should also be removed.

• The Geotechnical Engineer of Record (GER) or his/her qualified representative should observe the site for proper stripping, excavation and preparation.

• A proofroll on existing soil after stripping and prior to filling, observed by the Geotechnical Engineer of Record, is required within all development areas of the site before placing fill or constructing foundations. A fully loaded tandem axle dump truck weighing at least 40,000 pounds is acceptable. If existing subgrade soils are found to pump, rut, excessively deflect or to otherwise be unsuitable they should be undercut and replaced with compacted structural fill. The depth of the undercut should be determined by the Geotechnical Engineer of Record.

• The backfill should consist of suitable backfill materials as materials described in this section. A density of 98% of the Standard Proctor maximum density (ASTM D698) for the upper one foot of the proposed design subgrade of parking and footing area is recommended. Below the upper one foot of the design subgrade of the parking and/or footing area, a compaction of 95% of maximum Standard Proctor density is acceptable. Material must be placed and compacted at plus/minus 2 percent of the optimum moisture content.

• If soils are wet of optimum, lowering the moisture content by scarifying and aeration (discing and exposure to sun and wind) will be required. However, this method may not be feasible if construction occurs during wet seasonal conditions or if the soils are close to the water table. If the soils get wet, they will “pump” under the operation of heavy equipment, resulting in deep rutting and perhaps rendering the operation of grading and paving equipment difficult or impossible.

• Material satisfactory for structural fill may include clean soil or bankrun sand and gravel (SW, SP, SM, GW, and GM). CL, ML, GC, and SC material can be used in structural fills subject to the following limitations:

Maximum Dry Density (per ASTM D698) 105 pcf

Liquid Limit 40

Plasticity Index 20


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• Organic soils and high plasticity clays and silts (CH, MH, OL, OH, PT) must not be used as engineered fill. The fill materials should be free from topsoil and debris, have less than 3 percent organics and should not contain rock fragments having a major dimension greater than 3 inches. The use of the excavated fill soils for controlled structural fill will be subject to acceptance by the Geotechnical Engineer of Record.

• Place fill in loose, horizontal lifts no greater than 8 inches thick compacted uniformly with the proper equipment. Within small excavations such as footing excavations, we recommend using gasoline-powered tampers or diesel sled tampers to achieve the specified compaction. We recommend using loose lift thicknesses of no more than 5 inches within small or confined area fills.

• Fill placement on sloping ground should be benched into the existing slope and bear on natural materials.

• All earthwork should be performed under the observation of and to the satisfaction of the Geotechnical Engineer of Record or his authorized representative. The subgrade may require scarification and recompaction or other remedial measures to provide a firm and unyielding subgrade prior to final slab construction.

• Subgrade areas should be kept drained and free of ponded water surfaces. This may be achieved by either sloping the site topography adjacent to the construction to direct the water away from the excavation or by trenching and berming to collect the excess run-off. Final excavations to the required subgrades should be accomplished immediately prior to the placement of concrete. The contractor should not place concrete on disturbed subgrades. If the subgrade soils are wet, machine or foot traffic should be reduced or eliminated to lessen disturbance of the subgrade. If the site clearing is performed separate from the proposed building construction, restoration of the site to provide for positive drainage is recommended.

• The Geotechnical Engineer of Record or his authorized representative should monitor the fill placement and compaction operations on a full-time basis and should perform a sufficient number of density tests to verify that proper degrees of compaction are achieved.

4.3 FOUNDATION DISCUSSION Provided the issues indicated in the “Geotechnical Evaluation & Recommendations” section are considered, the proposed structures can be supported on shallow foundations bearing on underlying native soils and/or new compacted structural fill. Shallow foundations can be proportioned utilizing a net allowable soil bearing pressure not exceeding 2,000 pounds per square foot (psf). Utilizing this allowable soil bearing pressure, the total settlement and differential settlements of the proposed structures are expected to be within an inch and half-inch, respectively.


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Footings should be at least 18 inches and 24 inches wide for wall and isolated column footings, respectively. Wall footings should be provided with nominal, continuous, longitudinal steel reinforcement for greater bending strength so they can span across small areas of loose or soft soils that may go undetected during construction. Due to expected variations in subsurface conditions and soils and its effect on bearing capacity, all footing excavations should be observed by the Geotechnical Engineer of Record or his qualified representative prior to placing foundations. To verify the bearing capacity of the footings, Dynamic Cone Penetrometer (DCP) testing could be conducted at each column footing and at several places along each side of the building at the bottom of the wall footing excavations. The foundation subgrades should be observed and accepted by the Geotechnical Engineer of Record or his authorized representative. If soft or loose soil pockets are observed or detected during the footing assessment, these materials should be removed and replaced with suitable compacted structural fill. Water and possibly some loose soil may collect in the footing excavations as a result of surface precipitation and near ground surface seepage. Therefore:

• Water, loose soil and soil softened by water should be removed from the bottom of the footing excavations before placing concrete. Use a flat blade shovel to preserve the integrity of the foundation material.

• Footing excavations should not be left open for long periods. If the concrete cannot be placed due to inclement weather conditions or any other unforeseen circumstances, the bottom of the footing excavations and trenches should be protected by undercutting 3 inches and placing a 3-inch thick lean-mix concrete (1,000 psi) working mat immediately upon approval and before reinforcing steel is placed.

• We recommend that foundations be cast the same day the excavations are made. If this is not possible, then the contractor must protect the foundation subgrade from becoming disturbed.

Once the footing concrete is placed, the foundation footings should be backfilled with structural fill as soon as it is safe to do so without causing damage. The backfill serves to protect the footing, is a component of overturning resistance and prevents accumulation of water around the foundations which can soften and weaken the bearing soils. The ground surface near the completed foundations should be sloped to drain away from the foundations throughout construction to avoid accumulation of moisture in the subgrade soils. Backfill around and above the footing should also satisfy the controlled fill requirements

described in Section 4.2, Site Preparation and Earthwork.


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5 REPORT LIMITATIONS

The preliminary recommendations and discussions in this submittal are based on the available information obtained by PSI and design details furnished by Fairfax County Department of Housing and Community Development and their consultants. If there are any revisions of the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the recommendations are required. If PSI is not retained to perform these functions, PSI cannot be responsible for the impact of those conditions on the performance of the project. PSI warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area at the time of this report. No other warranties are implied or expressed. The scope of our services does not include any environmental assessment or investigation for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the site studied. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client. Upon completion of plans and specifications, PSI should be provided the opportunity to review the final design documents. This review process will allow PSI to verify whether or not our engineering recommendations have been properly incorporated into the design documents and that the earthwork and foundation recommendations have been properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use of Fairfax County Department of Housing and Community Development and its consultants for the specific application to the proposed development of Parcel 26B located at the intersection of Route 29, Stringfellow Road and Autumn Willow Drive in Fairfax, Virginia.

APPENDIX A: IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT

APPENDIX B – VICINITY MAP AND BORING LOCATION PLAN

N

REVISIONS

Site Vicinity Map

PARCEL 26B at US Rt.29, Stringfellow Road and Autumn Willow Drive

Fairfax, VA 05-24-2019

0512887-1Not Drawn To Scale

SITE

P.K.

915947

Text Box

FIGURE 1

N

REVISIONS

Boring Location Plan

Parcel 26B at US Rt. 29 , Stringfellow Road and Autumn

Willow Drive


P.K. 0512887-1Not Drawn To Scale

B-1

34.4 FT

LEGEND:

- PROPOSED BORING

- BORING DEPTH

NOTES:1. ALL BORINGS WILL BE ADVANCED WITH

HOLLOW-STEM AUGERS.

2. SPT SAMPLING WILL BE PERFORMED IN ALL

BORINGS.

3. BORING DEPTHS ARE AS SHOWN

4. BORING SPOILS WILL USED TO BACKFILL THE

BORE HOLES.

B-1

34.4 FT

B-2

29.1 FT

B-3

35 FT

B-4

14.3 FT

B-5

14.8 FTB-6

33.8 FT

B-7

33.9 FT

915947

Text Box

FIGURE 2A

N

REVISIONS

Boring Location Plan

Parcel 26B at US Rt. 29 , Stringfellow Road and Autumn

Willow Drive


P.K. 0512887-1Not Drawn To Scale

B-1

34.4 FT

LEGEND:

- PROPOSED BORING

- BORING DEPTH

NOTES:1. ALL BORINGS WILL BE ADVANCED WITH

HOLLOW-STEM AUGERS.

2. SPT SAMPLING WILL BE PERFORMED IN ALL

BORINGS.

3. BORING DEPTHS ARE AS SHOWN

4. BORING SPOILS WILL USED TO BACKFILL THE

BORE HOLES.

B-1

34.4 FT

B-2

29.1 FT

B-3

35 FT

B-4

14.3 FT

B-5

14.8 FT

B-6

33.8 FT

B-7

33.9 FT

915947

Text Box

FIGURE 2B

Map file is 50" X 75" based on USGS 1:24,000 scale7 1/2 minute Quad. Virginia Coordinate System

values are of 1983 North Zone in U.S. feet based onNAD 83/93 High Precision GPS Network adjustment.

National Geodetic Vertical Datum 1929

6666

66

95

95

6666

95

66

495

495

395

495

GENERAL NOTES

© THE COUNTY OF FAIRFAX

Print Code: 20180603

Prepared by:

DEPARTMENT OF INFORMATION TECHNOLOGYGIS and Mapping Services Branch

12000 Government Center Parkway, Suite 117Fairfax, Virginia 22035-0010

(703) 324-2712 FAX (703) 324-3937Email: [email protected]

Revised to : 03 - 01 - 2018

55-3SOILS MAP

ADMINISTRATIVE INDEX

SHEET INDEX

66-266-165-2

55-455-354-4

55-255-154-2

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F.P.L.

F.P.L.F.P

F.P.L.

F.P.

L. F.P.L.

F.P.L.

F.P.

L.

F.P.L.

F.P.L.

F.P.L.

F.P.L.

F.P.

L.

F.P.

L.

F.P.L.

C.E.

S.D.E

.

S.D.E.

C.E.

C.E.

S.D.

E.

C.E

.

CP C

O. E

sm't Co.

C.E.

C.E.

Easement

S.D.E.

C.E.

C.E.

C.E.

C.E.

Virg

inia

C.E

.

Easement

Com

pany

C.E

.

C.E.

C.E.

C.E.

S.D.E

.

Pipeline

Virginia

Pipeline

S.D.E.

C.E

.

C.E.

C.E.

20' Outlet Rd.

C.E.

Power

Esm't.

AT&T Esm't

C.E.

C.E.

C.E.

C.E.

S.D.E.

S.D

.E.

S.D

.E.

C.E

.

Ease

men

t

Easement

S.D.E

.

C.E.

C.E.

Plantation

C.E.

15' Outlet R

d.

C.E.

C.E.

Colonial

ColonialVP

C.E.

S.D.E.

C.E.

C.E.

C.E.

C.E.

C.E.

C.E.

Pow

er

S.D.E.

C.E.

C.E

.

C.E.

Company

Pipeline

C.E.

C.E.

C.E

.

C.E.

C.E.

C.E

.

Esm't.

C.E.

C.E.C

.E.

FAIR

CREST

SEC. 5

CAVALIER

L.B. 7

MOORES HAMLET

SEC. 2

OF FAIR LAKES

SEC. 1

4

RO

CKP

OIN

TE S

EC. 4

ROCKPOINTE

FAIRC

REST

21

1

18

SEC

. 1

L.B.

3

15

16

FARM

3

RO

CKP

OIN

TE

SEC. 1

PONDS

7

FAIRCREST SOUTH

NORTH

SEC. 5 CENTREVILLE GREEN

5 WOODS

FAIRCREST

19

2

FAIR

CR

EST

SEC. 67

FAIR

CREST

SEC.

GLEN

REISER

PRO

PERTY

20

SEC. 1

3

CREST

TOWNES

13

WILLOW

SEC. 2

SEC. 2

8

17

SEC. 2

7

18

AT FAIR LAKES

11

3

6

SEC.

3

8

1

CENTREVILLE GREEN

2

CENTREVILLE

FAIRCRESTLA

NDBAY

4

2

CLIFTON

1WILLOW

SEC. 1

SEC. 3

FARMS

AT

FAIRCREST

CLIFTON MANOR

CLIFTON

4

SEC

. 49

SEC. 3

TREGARON

SEC. 1

WINCHESTER 14

THE WOODLANDS

SPRINGS 1

10

12

SEC. 4

Osprey

Gosling

Plumbago Dr.

Ct.

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il

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n

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ie Kay

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int

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r.

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aple Ln.

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ton

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st W

ay

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gfel

low

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wCt.

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st

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John

ston

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u]

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ville

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w

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n

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alie

r

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on R

d.

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whea

d

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leMou

ntain

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ey C

t.

Ct.

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Ruddy Duck Rd.

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dy D

uck

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Ct.

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Ct.

Mill

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ton

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le V

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ill

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ow

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aballero

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Ct.

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r

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ada

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rigsby

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re

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ph

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ay

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ie

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Point

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Dr.

Rt.

8285

Rt.2737

Rt. 10166

Rt. 100

99

Rt. 7977

Rt.

7976

Rt.

8285

Rt. 1210

Rt.

8702

1006

6

Rt. 7975

Rt. 7988

Rt.

Rt. 10336

Rt. 10130

Rt. 1021

Rt.

Rt.

8283

10074

Rt. 10065

Rt. 6

45

Rt. 7988

Rt.

Rt.

8280

Rt. 8281

Rt. 8287

Rt.

645

Rt. 8

703

Rt. 7986

Rt. 10097

Rt.

Rt.

8701

Rt. 10346

Rt.10167

Rt. 1

0069

8704

7984

Rt. 8037

8286

8289

8284

Rt. 1283

Rt.

Rt.8282

Rt.

Rt. 10337

Rt. 29

Rt. 7

983

Rt. 7982

Rt.

STRINGFELLOW PARK

WILLOW POND PARK

ELEMENTARYSCHOOL

POOL

COLONIAL PIPELINEPUMP STATION

GREEN

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19

03

14

13409

5501

5509

32

13421

71

5321

36

33 51

5157

5469

5453

55

5321

51

13401

33

5153

5199

09

09

07

13300

06

13395

16

82

06

03

13300

03

09

06

4313341

08

12

28

5422

39

13283

13260

5476

54 52

22

18

19

09

51

13340

535452

28

13

13

13

1311258 5550

5411

13

12

1311

4

13108

13222

17

12

22

09

04

14

5302

1908

02

13100

5509

02

03

1310

0 69

05

5400

2714

04

13

21

22

20

12

5101

5125

24

10

55

77

35

81

5485

13021

13007

13006

13005

5415

01

04

01

10

01

70

5100

5110

03

5130

05

13536

10

5661

5531

27

13540

13516

05

1354

3

5520

23

12

5498

97

05

8486

81

70

60

90

91

5373

5308

39

5208

55

5610

13500

06

18

16

0503

13410

08

13514

5521

26

14

13380

5336

13520

64

5347

5441

13431

4752

25

1351

5

29

09

23

13410

13

13311

07

5621

05

13304

9317

14

09

5615

13

23

13400

570002

553415

29

13

38

13277

44

38

1715

535743

28

02

02

5614

01

11

04

09

21

14

12

5216

1021

06

07

5214

02

13122

13123

19

5464

5401

5411

09

26

24

21

18

14

13117

5108

22

53

73

13020

05

5330

04

13

08

13012

06

15

17

1311

520103

13115

03

13100

5109

15

19

13014

03

24

42

13518

5746

13530

5686

13556

5750

5651

1353

2

64

66

78

5601

13520

1350

0

35

23

55

52

92

0293

13483

72

5489

68

1350

2

13542

13529

88

05

1365

7

50

49

33

5774

5617

88 5696

5600

1343

0

73

13548

46

5378

5410

5351

5466

4813440

5201

13418

13408

13

16

13

11

06

02

13392

5598

13398

85

05

85

91

07

42

34

16

17

15

16

12

24

07

26

5337

13282

40

13227

13228

5300

55 13300

06 10

13311

22

5604

3329

17 16

5574

21

1311

5

13210

13

26

5310

15

13

11

19

05

21

10

07

05

5600

03

14

5465

13208

0806

02

5400

23

13088

24

10

13022

16

34

47

22

5423

13008

01

12

14

5115

13078

13112

1300

0

13068

67

2228

03

13009

04

17

13551

65 67

10

16

5702

5674

13512

18

5660

13538

34

13550

1354

2

01

41

13558

16

51

7674

85

71

6454

6908

12

6254

6513

509

40

5455

03

41

5780

5622

2356

21

56

18

13415

18 16

12

5607

20

01

5522

13424

5501

24

82

72

5454

13460

5457

13495

5331

13482

5327

5256

5137

5200

5191

13409

05

01

04

13400

9591

38

87

11

18

13335

5616

94

05

13353

13344

06

11

33

5330

16

34

23

06

5346

04

24

13305

13342

08

20 18

13312

04

5612

09

13103

25

15

13305

19

13229

11

20

18

24

22

5220

23

17

5411

14

13

5418

16

5387

07

25

2826

20

5474

75

45

37

5425

13006

5400

02

2313021

05

5105

13077

05

13065

16

29

02

5700

22

13540

16

27

5651

13510

1352

2

10

13524

27

13622

5528

96

13513

5504

07

03

80

5490

66

5854

61

5453

89

13501

51

34

13631

13630

5214

13422

53

5600

06

08

25

17

13415

5500

5510

5511

84

76

13501

30

13529

530098

13474

5418

5171

13458

5266

1350

1

13526

27

5121

5201

1113314

15

12

12

5590 86

84

83

81

12

13301

92

5593

87

13317 15

13389

04

5528

5519

14

32

42

13276

0911

13264

5475

13235

10

07

5361

13330

30

5605

15

16

18

16

5225

13

07

05

5415

05

5402

08

10

27

83

5116

36

12

24

18

03

13004

5325

5405

13025

13020

11

13000

0519

09

69

26

20

5111

13

5031

08

13500

1352

8 13500

5675

76

03

29

39

13559

20

54

13517

14 13478

77

82

13525

63

5454

13507

5401

5624

52

5651

5685

5697

13500

23

21

0405

07

5508

13430

13508

55245530

16

88

13357

74

13469

5286

5470

13490

50

5141

5117

5212

11

13414

06

1008

03

13321

96

5596

5599

13391

1410

13333

5601

11

90

10

5703

13335

13

5486

28

09

20

18

13306

36

5483

25

5301

45

26

13340

09

32

13233

10 5600

5615

10

03

2117

19

27

1311

8

09

13129

09

5501

5427

25

24

15

17

1322

3

13212

5226

15

5212 12

06

04

5522

5523

13105

03

5501

04

05

67

12

04

05

06

12

86

29

85

23

84

5115

18

5147

5135

57

5472

1305

0

27

5491

5495

5326

07

09

13011

11

75

04

08

5114

5118

06

15

34

13540 13542

5676

36

63

5663

1353

3

56

15

5500

5499

1350

8

13506

04

38

31

0413502

53

52

47

48

32

5251

5625

5650

13508

5622

22

02

30

86

75

5478

13519

50

5357

5413

5282

5262

43

5255

13518

13310

04

02

94

97

13340

89

07

11

1331

4

05

13345

40

36

27

22

5410

5400

5501

34

5305

13343

13316

0608

12

09

1323007

06

05

64

13109

10

19

16

5311

03

13211

11

5200

5601

11

17

5417

5470

5410

0407

03

08

5391

5401

13105

20

09

31

13116

5123

13048

59

1305

6

13030

5426

16

5421

02

28

13026

06

24

5709

74

08

73

02

71

2406

01

17

5101

5027

13010

38

13548

1357

7

42

5635

5650

25

15

29

1350

8

13531

25

57

25

53

94

95

5503

1350

9

04

79

13

56

1353533

13508 06

45

5265

5213

5784

86

27

24

5601

13412

13506

13436

1342

5

13361

60

5401

5194

5180

13485

39

4935

13417

07

08

13300

13301

5619

96

559890

13325

08

38 30

26

14

08

24 5321

5332

41

1327242

02

20

04

08

13

11

53

47

49

5350

13345

07

22

09

09

13301

5539

05

21

11

2523

13102

23

17 13

1322

4

15

5301

21

551012

5518

13101

15

5503

5413

13101

13201

09

10

03

5395

13101

11

13090

30

13087

25

13082

13081

5202

5113

5133

13000

1305

7

79

83

29

20

5551

13007

13005

5327

08

22

76

06

72

04

02

0507

5129

0313101

13

1300

2

Little

Run

95

97

57C

99

95

99

30A

50

54B

9983C

30A

25C

19B

30A

25C

101

54B

30A

105B

105C

35A

64C

22B105B

78B

W

54B

25C

56B

35A

99

39B

25B

56B83B

51A

64B

25B

99

19B

22B

35B

107B

97

51B

93B64B

W

35B

64B

64B

108B

57C

28B

51B

93B

75B

39C

39C

30A64C

25B

30A

39C50

64B

19B

39C

78B

84C

35A

39D

25C

54B

64B

105C

25C

64C

19C

54B

101

39C

19B

35A

75B

97

51A

19C

64C

51A

39D

39C

65B

95

W

84C

54B

75B

51B

105B

39B

105C

39C

83C

64B

21B

30A

28C

W

64C

81B

93B

25B

39C

64B

W

30A

78B

51C

54C

64B

52B

25C

19C

64B

107B

64B

28B

88C

39D

19B

107B

82C

75B

35A

105D

51B

51A

105C

99

51A

65B

84C

25B

19B

64C

64C

85C

84B

25C

82B

39C

65B

35A

54C

19B

25B

105B

84C

105C

64B

107B

25B

19C

105C19C

64B

54C

25B

65B

64B

35A

107B

22B

25C75B

64B

97

101

107B

34B

39C

85C

64B

75B

78B

99

107B

75B

85C84B

85C

64B

75B

35A

88C

59C

35A

39C

30A

54B

55B

64B 84C 25B

78B

84C

39D

56B

5C

64

63B

107BW

34A25C

The information contained on this page is NOT to be construed or usedas a “legal description”. It is not a survey product. Any determinationof topography or contours, or any depiction of physical improvements,property lines or boundaries is for general information only and shall

not be used for the design, modification, or construction of improvementsto real property or for flood plain determination. While Fairfax County

strives to provide the best data possible, it does not provide any guaranteeof accuracy or completeness regarding the map information. Any errors oromissions should be reported to the Fairfax County Geographic Information

Systems and Mapping Services Branch of the Department of InformationTechnology. In no event will Fairfax County be liable for any damages,

including but not limited to loss of data, lost profits, business interruption,loss of business information or any other pecuniary loss that might arise from

the use of this map or information it contains.

A Fairfax County, Virginia Publication

Marumsco soils are variable but may contain bands of shrinking-swelling “marine clay.” Foundation distress and slope failure are possible if precautionsare not taken during design and construction.

100 0 100 200 300 40050Feet

Previously MappedMarine Clay

Marumsco Soils

Non-Marine ClayHigh Shrink-Swell Soils

Soil LinesSoil survey maps are for general planning purposes. Soil lines are not definitive. Soils gradually phase into one another. Characteristics of neighboring soil types will be found within a soil’s borders.

Areas mapped as marine clay in previous soil surveys.See precautions for Marumsco Soils.

Soils containing other shrinking-swelling claysthat can lead to foundation distress if precautionsare not taken during design and construction

For questions or comments about the content of this mapplease contact the Northern Virginia Soil and Water

Conservation District12055 Government Center Parkway, Suite 905

(703) 324-1460FAX (703) 324-1421

QuarryLandfill

Potential AsbestosContaining Soils

Soils mapped over bedrock that may contain natural asbestos. Safety precautions must be taken during construction. Asbestos identification in map grid 49-3 may be incomplete: asbestos bedrock may be present in parcels bordering areas of mapped asbestos soil. For asbestos soils in Fairfax City,please contact the City of Fairfax. Orange soils, which overlie a majority of this geology, alsocontain shrinking-swelling clays which can causefoundation distress.

915947

Oval

915947

Line

915947

Text Box

Approx. Location of Project Site

915947

Text Box

FIGURE 3

APPENDIX C: BORING LOGS

1

2

3

4

5

6

7

8

9

18

18

18

18

18

18

18

8

11

CL

SM

ML

SM

23

14

15

16

LL = 45PL = 23Fines=60.2%

Approximately 3-inches of TOPSOILMedium stiff, moist, red brown, sandy leanCLAY (USCS : CL), trace gravel

Medium dense, moist, red brown, silty SAND(USCS : SM), mica

Stiff to hard, moist, dark red brown and graybrown, sandy SILT (USCS : ML), mica

Very dense, moist, gray, silty SAND (USCS :SM), trace gravel, micaAuger refusalEnd of Boring approximately at 34.4 feet

3-3-4N=7

7-8-5N=13

3-4-6N=10

5-5-7N=12

17-14-15N=29

9-10-10N=20

14-16-15N=31

13-12-39N=51

20-50/5"

PROJECT NO.: 0512887-1PROJECT: Parcel 26B

Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %

MoistureMATERIAL DESCRIPTION

STANDARD PENETRATIONTEST DATA

N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

While Drilling

Upon Completion

Cave-In

370

365

360

355

350

345

340

LATITUDE: 38.842541°LONGITUDE: -77.402904°

LOCATION:Rt.29, Stringfellow Rd and Autumn Willow Drive

DRY

DRY

Wat

er

DRILLER: Louis J

Professional Service Industries, Inc.2930 Eskridge RdFairfax, VA 22031Telephone: (703) 698-9300 Fairfax, VA

DATE STARTED: 5/15/19

BENCHMARK: N/A

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DRILL COMPANY: DGMTS

STATION: N/A OFFSET: N/A

LOGGED BY: Miller TDRILL RIG: CME 55 ATV

REVIEWED BY: Vimal Jha

EFFICIENCY N/AHAMMER TYPE: Automatic BORING LOCATION:

0

5

10

15

20

25

30

DATE COMPLETED: 5/15/19 BORING B-1

ELEVATION: 373 ft

COMPLETION DEPTH 34.4 ft

25 feetDRILLING METHOD: Hollow Stem AugerSAMPLING METHOD: Standard

REMARKS:

>>

>>

1

2

3

4

5

6

7

8

18

18

18

18

18

18

18

7

ML

SM

ML

SM

25

23

20

17

25

Non-PlasticFines=35.1%

Approximately 2-inches of TOPSOILSoft to stiff, moist, brown, sandy SILT (USCS :ML), mica

Medium dense, moist, brown, silty SAND(USCS : SM), mica

Very stiff, moist, brown, sandy SILT (USCS :ML), mica

Very dense, moist, gray brown, silty SAND(USCS : SM)Auger RefusalEnd of Boring approximately at 29.1 feet

2-2-2N=4

4-4-4N=8

3-4-5N=9

7-6-9N=15

5-8-9N=17

10-11-10N=21

8-8-20N=28

48-50/1"


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

While Drilling

Upon Completion

Cave-In

375

370

365

360

355

350



DRY

DRY

Wat

er

DRILLER: Louis J



BENCHMARK: N/A







0

5

10

15

20

25


ELEVATION: 377 ft



REMARKS:

>>

1

2

3

4

5

6

7

8

9

18

18

18

18

18

18

18

8

18

CL

MH

ML

SM

27

29

25

28

LL = 59PL = 31Fines=67.4%

Approximately 2-inches of TOPSOILMedium stiff, moist, black and brown, sandylean CLAY (USCS : CL), roots

Very stiff, moist, brown and gray brown, sandyELASTIC SILT (USCS : MH), trace gravel,mica

Stiff to very stiff, moist, brown and gray brown,sandy SILT (USCS : ML)

Hard, moist, gray, silty SAND (USCS : SM),mica

Auger RefusalEnd of Boring approximately at 35 feet

2-2-3N=5

5-8-10N=18

6-7-8N=15

6-7-9N=16

8-7-9N=16

5-7-9N=16

6-12-16N=28

10-17-29N=46

15-24-30N=54


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

While Drilling

Upon Completion

Cave-In

365

360

355

350

345

340

335



18 feet

DRY

Wat

er

DRILLER: Louis J



BENCHMARK: N/A







0

5

10

15

20

25

30

35


ELEVATION: 370 ft



REMARKS:

>>

>>

1

2

3

4

5

18

18

18

18

8

CL

CH

ML

ML

22

32

13

LL = 69PL = 31Fines=76.3%

Approximately 2-inches of TOPSOILSoft, moist, gray, lean CLAY with sand (USCS: CL)

Very stiff, moist, brown, FAT CLAY with sand(USCS : CH)

Very stiff to hard, moist, gray brown, sandySILT (USCS : ML), mica

Very hard, moist, gray brown, sandy SILT(USCS : ML), quartz rock fragmentsAuger RefusalEnd of Boring approximately at 14.3 feet

WOH-1-3N=4

10-9-13N=22

9-17-14N=31

11-10-9N=19

26-50/3"


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

While Drilling

Upon Completion

Cave-In

375

370

365



DRY

DRY

Wat

er

DRILLER: Louis J



BENCHMARK: N/A







0

5

10


ELEVATION: 377 ft



REMARKS:

>>

>>

1

2

3

4

5

18

18

18

18

16

MH

SM

13

22

5

11

LL = 53PL = 33Fines=51.1%

Approximately 3-inches of TOPSOILMedium stiff to hard, moist, red brown, sandyELASTIC SILT (USCS : CL), trace gravel, mica

Dense to very dense, moist, red brown, siltySAND with gravel (USCS : SM), mica

Auger RefusalEnd of Boring approximately at 14.8 feet

WOH-3-4N=7

11-24-30N=51

16-26-14N=40

12-23-39N=62

27-32-50/4"


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

While Drilling

Upon Completion

Cave-In

385

380



DRY

DRY

Wat

er

DRILLER: Louis J



BENCHMARK: N/A







0

5

10


ELEVATION: 390 ft



REMARKS:

>>>>

>>

1

2

3

4

5

6

7

8

9

18

8

18

8

8

18

8

8

3

CL

ML

SM

SM

ML

22

13

7

4

LL = 35PL = 29Fines=26.4%

Approximately 3-inches of TOPSOILStiff, moist, brown, sandy lean CLAY (USCS :CL)

Very stiff, moist, brown, sandy SILT (USCS :ML), mica

Medium dense to very dense, moist, gray, siltySAND with gravel (USCS : SM), mica

Very dense, moist, gray, silty SAND (USCS :SM), rock fragments, mica

Very hard, moist, gray, sandy SILT (USCS :ML), rock fragmentsAuger RefusalEnd of Boring approximately at 33.8 feet

2-3-6N=9

7-9-17N=26

15-23-28N=51

24-50/2"

30-50/3"

11-17-11N=28

30-50/2"

30-50/4"

50/3"


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

While Drilling

Upon Completion

Cave-In

370

365

360

355

350

345



11 feet

26 feet

Wat

er

DRILLER: Louis J



BENCHMARK: N/A







0

5

10

15

20

25

30


ELEVATION: 375 ft



REMARKS:

>>

>>

>>

>>

>>

>>

1

2

3

4

5

6

7

8

9

18

18

18

18

18

18

18

2

4

ML

SM

ML

27

24

28

16

Approximately 3-inches of TOPSOILMedium stiff to stiff, moist, brown, sandy SILT(USCS : ML), mica

Loose to very dense, moist, brown and gray,silty SAND (USCS : SM), mica

Very hard, moist, gray, sandy SILT (USCS :ML), micaAuger RefusalEnd of Boring approximately at 33.8 feet

2-2-3N=5

4-4-5N=9

5-5-7N=12

2-2-3N=5

5-6-7N=13

5-4-6N=10

10-11-20N=31

50/2"

50/4"


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

While Drilling

Upon Completion

Cave-In

370

365

360

355

350

345



14 feet

24 feet

Wat

er

DRILLER: Louis J



BENCHMARK: N/A







0

5

10

15

20

25

30


ELEVATION: 375 ft



REMARKS:

>>

>>

335

340

345

350

355

360

365

370

375

380

385

390

395

0 10 20 30 40 50 60 70 80 90

335

340

345

350

355

360

365

370

375

380

385

390

395

0 10 20 30 40 50 60 70 80 90

w=23%

w=14%

w=15%

w=16%

3-3-4N=7

7-8-5N=13

3-4-6N=10

5-5-7N=12

17-14-15N=29

9-10-10N=20

14-16-15N=31

13-12-39N=51

20-50/5"

B-1

w=25%

w=23%

w=20%

w=17%

w=25%

2-2-2N=4

4-4-4N=8

3-4-5N=9

7-6-9N=15

5-8-9N=17

10-11-10N=21

8-8-20N=28

48-50/1"

B-2

w=27%

w=29%

w=25%

w=28%

2-2-3N=5

5-8-10N=18

6-7-8N=15

6-7-9N=16

8-7-9N=16

5-7-9N=16

6-12-16N=28

10-17-29N=46

15-24-30N=54

B-3

w=22%

w=32%

w=13%

WOH-1-3N=4

10-9-13N=22

9-17-14N=31

11-10-9N=19

26-50/3"

B-4

w=13%

w=22%

w=5%

w=11%

WOH-3-4N=7

11-24-30N=51

16-26-14N=40

12-23-39N=62

27-32-50/4"

B-5

w=22%

w=13%

w=7%

w=4%

2-3-6N=9

7-9-17N=26

15-23-28N=51

24-50/2"

30-50/3"

11-17-11N=28

30-50/2"

30-50/4"

50/3"

B-6

w=27%

w=24%

w=28%

w=16%

2-2-3N=5

4-4-5N=9

5-5-7N=12

2-2-3N=5

5-6-7N=13

5-4-6N=10

10-11-20N=31

50/2"

50/4"

B-7

Distance Along Baseline

Rt.29, Stringfellow Rd and Autumn Willow DriveFairfax, VAProfile

Parcel 26BPSI Project Number: 0512887-1

Professional Service Industries, Inc.2930 Eskridge RdFairfax, VA 22031

Ele

vatio

n

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· · Ã· ß Ãà ù Ãß ù ÃÄ · Ãå ç Ãù å ß Ó â Ã

APPENDIX D: LABORATORY TESTING RESULTS

0

10

20

30

40

50

60

0 20 40 60 80 100

LL

PSI Job No.:Project:Location:

0512887-1Parcel 26BUS Rt.29, Stringfellow Road and Autumn Willow DriveFairfax, VA

Fines

PLASTICITY

INDEX

CL

22

NP

28

38

20

6

45

NP

59

69

53

35

PI

CH

CL-ML

Classification (*Visual)

ML

Boring Depth (ft) PL

LIQUID LIMIT

MH

60.2

35.1

67.4

76.3

51.1

26.4

ATTERBERG LIMIT RESULTS

23

NP

31

31

33

29

Professional Service Industries, Inc.

2930 Eskridge Rd

Fairfax, VA 22031

Telephone: (703) 698-9300

Fax: (703) 560-7931

1.0

9.0

3.0

3.0

3.0

6.0

B-1

B-2

B-3

B-4

B-5

B-6

sandy lean CLAY (CL)

silty SAND (SM)

sandy ELASTIC SILT (MH)FAT CLAY with sand (CH)sandy ELASTIC SILT (MH)

silty SAND (SM)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

2

Clay Size < 0.002 mm

COBBLES

14

Specimen Identification


PI Cc

D10

41 3/4 100 140

U.S. SIEVE OPENING IN INCHES

3

D60

0.163

0.223

9.5

4.75

9.5

4.75

19

200

fine

GRAIN SIZE DISTRIBUTION

20 301.5

coarse medium

1.0

9.0

3.0

3.0

3.0

Classification

D100

50

60.2

35.1

67.4

76.3

51.1

23

NP

31

31

33

22

NP

28

38

20

6

Cu

fine

SANDSILT OR CLAY

GRAVEL

1/23/8

HYDROMETER

3

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

40

U.S. SIEVE NUMBERS

4

B-1

B-2

B-3

B-4

B-5

LL PL

6 810

%Gravel %Sand %Silt %Clay

B-1

B-2

B-3

B-4

B-5

60

coarse

D30

1.0

9.0

3.0

3.0

3.0

16

45

NP

59

69

53

34.3

64.9

30.6

23.7

41.7

5.6

0.0

2.1

0.0

7.2

Project:PSI Job No.:Location:

Parcel 26B0512887-1US Rt.29, Stringfellow Road and Autumn Willow DriveFairfax, VA


2930 Eskridge Rd

Fairfax, VA 22031

Telephone: (703) 698-9300

Fax: (703) 560-7931

sandy lean CLAY (CL)silty SAND (SM)

sandy ELASTIC SILT (MH)FAT CLAY with sand (CH)sandy ELASTIC SILT (MH)

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

2

Clay Size < 0.002 mm

COBBLES

14



PI Cc

D10

41 3/4 100 140

U.S. SIEVE OPENING IN INCHES

3

D60

2.71725 0.11

200

fine

GRAIN SIZE DISTRIBUTION

20 301.5

coarse medium

6.0

Classification

D100

50

26.4

29 6

6

Cu

fine

SANDSILT OR CLAY

GRAVEL

1/23/8

HYDROMETER

3

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

40

U.S. SIEVE NUMBERS

4

B-6

LL PL

6 810

%Gravel %Sand %Silt %Clay

B-6

60

coarse

D30

6.0

16

35

39.733.9

Project:PSI Job No.:Location:

Parcel 26B0512887-1US Rt.29, Stringfellow Road and Autumn Willow DriveFairfax, VA


2930 Eskridge Rd

Fairfax, VA 22031

Telephone: (703) 698-9300

Fax: (703) 560-7931

silty SAND (SM)

preliminary geotechnical engineering services …

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