ATTACHMENT_8_Carillon_Geotechnical_Report.pdf

Geotechnical Engineering Report

Netherlands Carillon Rehabilitation

Arlington, Virginia

Langan Project No.: 270059001

15 September 2017

Page i of i

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 PROJECT DESCRIPTION

3.0 REVIEW OF AVAILABLE INFORMATION

4.0 SUBSURFACE INVESTIGATION

5.0 SUBSURFACE CONDITIONS

6.0 DESIGN RECOMMENDATIONS

7.0 CONSTRUCTION RECOMMENDATIONS

8.0 CLOSURE/LIMITATIONS

FIGURES

Figure 1 Site Location Map

Figure 2 Investigation Location Plan

Figure 3 Regional Geologic Map

Figure 4 FEMA Flood Map

APPENDICES

Appendix A Boring Logs

Appendix B Geophysical Seismic Test Results

Appendix C Laboratory Test Data

Arlington, Virginia

Langan Project No.: 270059001

1.0 INTRODUCTION

This report presents the results of our geotechnical engineering study performed for the proposed rehabilitation of the Netherlands Carillon located in Arlington, Virginia. The purposes of this study were to:

1) Research and review available site information;

2) Obtain subsurface information by drilling borings and collecting samples for specialty laboratory testing;

3) Determine the seismic site class by performing geophysical seismic testing; and

4) Provide recommendations for geotechnical aspects of the proposed rehabilitation;

All elevations given in this report are referenced to the North American Vertical Datum of 1988

(NAVD88) unless otherwise noted. Existing grades at the site are referenced from the August 2017 site survey prepared by our firm. No environmental testing or analysis was completed as part of our study.

Arlington, Virginia

Langan Project No.: 270059001

2.0 PROJECT DESCRIPTION

2.1 Existing Conditions

The Netherlands Carillon tower is located in the northwest portion of Arlington Ridge Park in Arlington, Virginia. The park is part of the larger George Washington Memorial Parkway and is operated by the

National Park Services (NPS). The tower is located approximately 800 feet south of the U.S. Marine

Corps War Memorial and bordered by open, grassed/landscaped areas and pedestrian pathways to the north and east, North Marshall Drive to the south, and a wooded area to the west; see Inset 1.

Inset 1

The Carillon tower is a steel framed structure with steel panel cladding and was constructed in 1960.

The tower is 127 feet tall and is centered within a 93 by 101-foot-wide plaza. The plaza surface consists of slate pavers. A small knee wall surrounds the plaza on all sides except for an opening of the east side. The tower currently contains the following:

50 bronze bells weighing a total of approximately 30 tons

A clavier room, where the bells are operated from

Two observation decks and associated stair towers

The Carillon plaza is located on a high point of a ridge and plaza grades are approximate el 92.7 to 93.0.

The surrounding park grades slope down from the plaza gradually to the east and west and more steeply to the south and southwest. Grades to the north are relatively flat.

2.2 Project Scope

According to the Scope of Services prepared by the NPS, the rehabilitation is anticipated to address many surficial and structural concerns, including:

Removal and replacement of deteriorated exterior cladding panels and sections of metal support structure;

North

Arlington National Cemetery

Netherlands Carillon

U.S. Marine Corps War

Memorial

N o rt h

M e a d e S tr e e t

Arlington, Virginia

Langan Project No.: 270059001

Removal of paint and rust from structure and application of galvanizing compound to structural steel;

Retrofitting stair risers and handrails around perimeter of observation platforms, stair landings, and stairs with insert panels for code compliance;

Removal, refurbishing, and return of the original 50 bells and the addition of 3 new bells; and reconfiguration and installation of 53 bells and their related systems;

Upgrades to mechanical system and flooring in the clavier room;

Potential upgrades and replacements to the existing electrical systems; and

Removal, cleaning, and resetting of existing slate pavers and removal and replacement of sealant joints.

Based on correspondence with the renovation structural engineer, the bearing pressure of the existing tower mat foundation will increase from approximately 2,000 psf to approximately 2,300 psf with new bell and structural improvement loads.

At this time we do not expect any mass grading or other substantial earthwork will be completed as a part of this project.

Arlington, Virginia

Langan Project No.: 270059001

3.0 REVIEW OF AVAILABLE INFORMATION

We reviewed available regional geologic maps and flood maps for the site vicinity. We also reviewed historic Carillon drawings provided by the NPS. Information obtained from these documents is summarized in the following sections:

3.1 Regional Geologic Map

We reviewed the regional geologic map entitled “Geological Map of the Washington West Quadrangle, District of Columbia, Montgomery and Prince Georges Counties, Maryland, and Arlington and Fairfax

Counties, Virginia,” dated 1995; see Figure 3. Based on this map, the site is underlain by a highly weathered sedimentary surficial deposit of gravel, sand, silt and clay of the middle Pleistocene era. This unit is typically between approximately 30 to 60 feet thick.

3.2 FEMA Flood Map

According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Number

51013C0039C dated 19 August 2013, the site is located in an area in which flood hazards are undetermined, but possible; see Figure 4.

The immediate surrounding area is considered to be outside the 0.2% annual chance floodplain. Nearby floodplains associated with the Potomac River that are subject to inundation by the 1 percent (100-year) annual chance flood are located approximately 1,475 feet to the east of the site and have mapped elevations of 14 to 15, whereas the Carillon plaza is located at approximate el 92 to 93.

3.3 Historic Drawing Review

We reviewed the historic drawings provided by the NPS with pertinent geotechnical information. A list of these drawings is given in Table 1.

Historic Drawings with Pertinent Geotechnical Information

Drawing Title Drawing Date Drawing Number Preparer

Scheme of Sections for

Static Calculations June 1958 2709_1

N.V Petit En Fritsen Scheme Windpressures for

Static Calculations June 1958 2709_2

Foundation Plan 26 September 1958 2709_5

Foundation Details 18 September 1958

2709/S1 Fortune Engineering

Associates Foundation Details 2709/S2

Table 1

The tower superstructure shown on drawing 2709_5 prepared by N.V. Petit En Fritsen is reported to be a 6.9 by 10.2 meter (22.6 by 33.5-foot) rectangular structure in plan view at the base.

Arlington, Virginia

Langan Project No.: 270059001

The following pertinent information was indicated on the drawings prepared by Fortune Engineering

Associates:

The tower is founded on a 40 foot by 40 foot square mat foundation with the tower centered within the foundation. The mat is indicated to be 2 feet thick.

The top of the mat foundation is indicated at el 88.5 (datum is unspecified); or 4.5 feet below grade.

The mat design bearing pressure is indicated as 2,000 psf.

The concrete strength for “bar-reinforced” concrete and concrete slab-on-grade is indicated to be 3,700 psi and 2,500 psi; respectively.

Arlington, Virginia

Langan Project No.: 270059001

4.0 SUBSURFACE INVESTIGATION

4.1 Borings

The geotechnical field investigation was performed on 23 August 2017 and consisted of drilling two borings identified as LB-1 and LB-2; see Figure 2. Surface elevations at the boring locations were inferred from existing grades referenced from the August 2017 survey prepared by our firm. Permission to access the site was coordinated with the NPS prior to starting the investigation.

The borings were drilled by Free State Drilling, Inc. using a rubber, track-mounted drill rig. The borings were advanced using hollow-stem auger drilling methods to depths of 31.5 and 38.5 feet below grade.

A 2-inch-outer-diameter split-spoon sampler was used to obtain samples of the underlying soil strata.

The Standard Penetration Test (SPT) was accomplished as part of the sampling procedure (in accordance with ASTM D1586) and the results were recorded by our inspecting engineer. An automatic hammer was used as part of the SPT test for all sampling in the borings. Our field engineer used a field pocket penetrometer to measure unconfined compressive strengths of disturbed cohesive soil samples.

All boreholes were backfilled with soil cuttings up to 2 feet below grade and cement was placed up to the surface after completion. Excess soil cuttings were removed offsite.

The borings were completed under the full-time observation of an engineer from our office and with the direct supervision of our project Professional Engineer. Our field engineer laid out the boring locations, maintained logs of explorations, classified encountered soil, and obtained representative material samples. The individual boring logs are given in Appendix A.

4.2 Geophysical Seismic Testing

Two geophysical seismic tests were conducted on 22 August 2017 by Forrest Environmental Services, Inc. Test LSR-1 was performed in the lawn immediately west of the Carillon plaza and test LSR-2 was performed in the lawn immediately to the north of the Carillon plaza. At each test location, a seismic refraction survey and a Multi-Channel Analysis of Seismic Waves (MASW) survey were conducted.

Compression waves (P-waves) and shear waves (S-waves) were collected to obtain shear wave velocity for the subsurface strata using a 24-channel seismograph coupled with 24 low-frequency geophones.

The geophones were installed at approximate 10 foot spacing along the lines. The vibrations required to conduct the test were introduced by striking a steel plate on the ground with a 10 pound sledgehammer at five different locations along the lines. The results of the geophysical seismic testing are given in

Appendix B.

4.3 Laboratory Testing

During our study, soil samples were visually examined in the field, and classifications were confirmed by re-examination in our Arlington, Virginia office. Select samples were sent to a specialty testing laboratory where the following tests were performed:

Grain Size Distribution

1. The Standard Penetration Test (SPT) is a measure of the soil density and consistency. The SPT N-value is defined as the number of blows required to drive a 2-inch O.D. split-barrel sampler 12 inches, after an initial penetration of 6 inches using a

140 pound hammer falling freely for 30 inches.

Arlington, Virginia

Langan Project No.: 270059001

Atterberg Limits

Natural Water Content

Corrosivity (pH, sulfate and chloride content, AWWA analysis)

The laboratory testing results are discussed together with the soil strata descriptions in the following sections. The laboratory test results are given in Appendix C.

Arlington, Virginia

Langan Project No.: 270059001

5.0 SUBSURFACE CONDITIONS

The subsurface conditions at the site generally consist of a surficial materials (pavers and subbase) overlying successive strata of clay, sand, and decomposed rock. Fill was observed in one boring at the site.

Because the automatic hammer was used in conjunction with the Standard Penetration Testing in the borings, the SPT N-values presented in the text of the following strata description sections are corrected

(N60) SPT N-values. SPT N-values presented in the boring logs are uncorrected N-values.

The following sections describe the encountered subsurface conditions.

5.1 Surficial Materials

The Carillon pavilion is covered with ½-inch-thick, 1-foot-square slate pavers. The pavers are supported on an approximate ½-inch-thick cement leveling slab underlain by a granular subbase. The granular subbase was measured to be 4 and 7 inches thick and consisted of sand with varying amounts of gravel and trace amounts of silt.

5.2 Stratum A - Fill

An approximate 5.5-foot-thick layer of fill was encountered in boring LB-1 below the surficial subbase.

The fill was generally characterized as orange-brown silt with varying amounts of sand and trace amounts of gravel. The fill was found to be soft as evidenced by an SPT-N60 value of 5 blows/foot. We anticipate fill is located in the areas adjacent to and above the mat foundation to facilitate its construction.

Laboratory corrosivity potential testing results of a fill sample is given in Table 2.

Stratum A Laboratory Testing Results

Laboratory Test Minimum Maximum

In-Situ Moisture Content (%) 19.6 22.6 pH 5.8

Sulfate Content (ppm) 50

Chloride Content (ppm) Not Detected(1)

Redox Potential (mV) 246

Minimum Resistivity (ohm-cm) 3,000

1. “Not Detected” indicates that the content was below the detectable limit of 23 ppm.

2. Averages are not provided if less than 3 samples were tested.

Table 2

5.3 Stratum B - Clay

Brown, gray, and light brown clay was encountered beneath the fill in boring LB-1 and beneath the surficial materials in boring LB-2. This stratum is generally classified as low to medium plasticity clay with varying proportions of silt, and trace amounts of sand. This stratum extended to a depth of approximately 13 feet below existing grade, or to approximate el 80. The clay was found to be stiff to

Arlington, Virginia

Langan Project No.: 270059001 very stiff as evidenced by SPT-N60 values ranging from 13 to 31 blows/foot (average SPT-N60 value of

18 blows/foot). Field pocket penetrometer tests of disturbed samples resulted in unconfined compressive strengths typically ranging from 1.25 to greater than 4.5 tons per square foot (tsf) with an average compressive strength of 3.0 tsf.

Laboratory testing results of samples collected from this stratum are summarized in Table 3.

Stratum B Laboratory Testing Results

Laboratory Test Minimum Maximum Average

In-Situ Moisture Content (%) 18.1 20.7 19.2

Fines Content (%) 77.5 85.6 81.6

Liquid Limit 29 38 32

Plastic Limit 16 20 17

Plasticity Index 13 18 15 pH 5.6

Sulfate Content (ppm) Not Detected (1)

Chloride Content (ppm) Not Detected (1)

Redox Potential (mV) 218

Minimum Resistivity (ohm-cm) 7,600

1. “Not Detected” indicates that the content was below the detectable limit of 23 ppm.

2. Averages are not provided if less than 3 samples were tested.

Table 3

5.4 Stratum C - Sand

Orange-brown, brown, and dark brown sand was encountered below Stratum B. This stratum is generally classified as sand with varying proportions of gravel, clay, and silt, and trace amounts of mica.

Stratum C was observed to be approximately 10.5 feet thick in the borings and extended to approximately 23.5 feet below existing grade, or to approximate el 69.3 and Stratum C was found to be dense to very dense as evidenced by SPT-N60 values ranging from 36 blows/foot to refusal of the split spoon sampler (greater than 50 blows/6 inches). Portions of this stratum were inferred to contain cobbles and boulders based on drilling observations.

Laboratory testing results of samples collected from this stratum are summarized in Table 4.

Stratum C Laboratory Testing Results

Laboratory Test Minimum Maximum Average

In-Situ Moisture Content (%) 6.1 23.4 13.8

Fines Content (%) 17.9 47.5 30.2

Liquid Limit 23

Plastic Limit 20

Plasticity Index 3

1. Averages are not provided if less than 3 samples were tested.

2. Atterberg limits were performed on the portion of the sample finer than the No. 40 sieve.

Table 4

Arlington, Virginia

Langan Project No.: 270059001

5.5 Stratum D - Decomposed Rock

Decomposed rock is defined as material that results from the physical and chemical weathering of rock and retains relic structures of the parent rock, such as bedding planes. Decomposed rock consisting of silt and sand with varying amounts of decomposed rock fragments was encountered below Stratum C in both borings. This stratum consisted of rock in various phases of decomposition resulting in a more soil-like consistency (sands and silts) of the material with friable22 and intact rock fragments interbedded within samples.

The decomposed rock stratum was encountered at depths ranging at approximately 23.5 feet below existing grade, or at approximate el 69.3. The decomposed rock stratum was found to be very dense as evidenced by SPT-N60 values typically resulting in refusal of the split spoon sampler.

5.6 Groundwater

Groundwater was first encountered in boring LB-1 at a depth of 15 feet below existing grade, or at approximate el 77.8, as inferred from the moisture content of the soil samples obtained in the split spoon sampler. Groundwater was measured after the completion of drilling in boring LB-1 at 16.5 feet below existing grade, or at approximate el 76.3. Groundwater was not observed in boring LB-2 during or after drilling. We anticipate that groundwater observed in LB-1 is likely the result of localized perched water.

2. Friable rock fragments are defined as gravel-sized rock fragments that can be crushed into finer sand-sized particles with moderate finger pressure.

Arlington, Virginia

Langan Project No.: 270059001

6.0 DESIGN RECOMMENDATIONS

According to the existing and proposed structural loading conditions provided by the project structural engineer, we anticipate that the natural soils encountered below the existing mat bearing elevation are suitable to support of the additional structural loads.

Our analysis included a geotechnical assessment of the mat subgrade soils only (e.g. did not include a structural assessment of the existing mat. The structural loading increase on the mat foundation should be reviewed by the project structural engineer to verify that the structural integrity of the mat foundation is adequate to support the additional loads.

Our geotechnical recommendations for foundation support, seismicity, and chemical testing analysis are given in the following sections.

6.1 Mat Foundation Support

Based on information provided by the project structural engineer, the mat bearing pressures will increase from approximately 2,000 psf in the current configuration to approximately 2,300 psf after the renovation. This results in a bearing pressure increase of 300 psf. Based on the subsurface conditions encountered during our investigation; the existing mat and associated subgrade soils are suitable to support the additional structural loads. We estimate additional settlements of the tower associated with the increase in bearing pressure will be approximately 0.25 to 0.5 inches. We recommend a modulus of subgrade reaction value of 25 lbs/in3 be used for the mat analysis based on the final bearing pressure.

Lateral loads can be resisted by shear resistance developed at the base of the mat foundation and the underlying clay subgrade soil. We recommend using a design coefficient of 0.3 be used for mat foundation bearing on natural clay subgrade.

6.2 Seismicity

6.2.1 Site Classification and Coefficients

Based on our subsurface investigation, the results of the geophysical testing, the 2015 International

Building Code (IBC), and the United States Geological Survey, the Carillon structure should be analyzed using the following seismic parameters.

• Site Class = “C” (Very Dense Soil and Soft Rock)

• Maximum Considered Earthquake Ground Motions:

- 0.2 Second Spectral Response Acceleration: Ss = 0.119 g

- 1.0 Second Spectral Response Acceleration: S1 = 0.051 g

The above ground motions should be adjusted for site class effects using coefficients

- Site Coefficient Fa = 1.2

- Site Coefficient Fv = 1.7

Based on the 2015 IBC the design maximum considered spectral response acceleration parameters are:

- Short Period: SDS = 0.095 g

- 1.0 Second Period: SD1 = 0.058 g

Arlington, Virginia

Langan Project No.: 270059001

6.2.2 Liquefaction

Based on the density of the soils and relatively shallow depth to decomposed rock, liquefaction is considered to be unlikely.

6.3 Chemical Testing Evaluation and Recommendations

Samples of the Strata A and B soils obtained in the borings were tested for pH, soil resistivity, redox potential, and sulfate and chloride content and the results were evaluated for the potential for corrosion of concrete structures and ductile/cast iron pipe.

6.3.1 Ductile Iron Pipe

Corrosion testing indicates the Strata A and B soils at the site are not corrosive to ductile iron pipe per the American Water Works Association (AWWA) Standard for Polyethylene Encasement for Ductile-Iron

Pipe Systems, document C105-05. Corrosion protection of ductile iron pipe at the site is not anticipated to be required.

6.3.2 Concrete Protection

Sulfate testing on samples of the Strata A and B soils resulted in a sulfate concentrations of 50 ppm and below the detectable limit of 24 ppm; respectively. Due to the low sulfate concentrations, the on-site soils that come into contact with the mat foundation and below-grade structures are not aggressive to concrete. American Concrete Institute (ACI) 318 indicates that concrete in contact with the on-site soils should meet Exposure Class S0.

6.3.3 Steel Reinforcement Protection

Based on the results of the sulfate, chloride, redox potential, and resistivity measurements, the Strata A and B soils are not aggressive to concrete steel reinforcement. ACI 318 indicates that below-grade concrete not in direct contact with deicing chemicals should meet Exposure Class C0.

Arlington, Virginia

Langan Project No.: 270059001

7.0 CONSTRUCTION RECOMMENDATIONS

Our geotechnical recommendations for site preparation, subgrade preparation, and protection of adjacent structures are given in the following sections.

7.1 Site Preparation

Prior to commencement of grading or fill placement, any miscellaneous trash, debris, or other unsuitable materials should be removed from the site. All debris should be properly disposed off-site in accordance with applicable Virginia, Arlington County, and local regulations.

At this time, we recommend the following regarding site preparation:

Existing utilities located outside the plaza footprint designated for abandonment should be removed or abandoned in-place by complete filling with grout. Utilities within the plaza footprint designated for abandonment should be completely removed.

The slate pavers should be removed, stockpiled, and protected for reuse at the site. The thin concrete leveling slab beneath the pavers should be completely removed and disposed of off-site in accordance with Virginia, Arlington County, and NPS regulations. Care should be taken during demolition of the leveling slab adjacent to the structure and knee wall.

All site preparation work should be performed in accordance with any environmental regulations and requirements established for the site as well as all local, Virginia Department of

Environmental Quality (Virginia DEQ) regulations.

All work should be performed so as not to adversely impact the existing off-site structures, roadways/pathways, slopes, utilities, or designated landscaping. Protection of these elements should be provided as necessary during the course of all construction activities at the site.

7.2 Subgrade Preparation

After performing the aforementioned site preparation work (removal of pavers and leveling pad) the soil subgrade within the plaza should be conditioned to within 3 percent of optimum moisture content and compacted to at least 95 percent of the material’s dry density is accordance with ASTM D1557.

Subgrades should then be proofrolled with at least six passes of a 1.5 ton double-drum vibratory trench roller (Wacker Neuson RTSC3 or equivalent). All proofroll activities should be inspected by a qualified geotechnical engineer. Additional proofrolling coverages should be performed in any areas deemed necessary based on observations made by the engineer. Soft areas identified during proofrolling should be undercut and replaced with subbase material similar to VDOT 21B stone gradation. Any low areas within the plaza should be leveled using similar material and compacted. All new fill should be conditioned to within 3 percent of optimum moisture content and compacted to 95 percent of the material’s dry density in according with ASTM D1557.

7.3 Protection of Adjacent Structures

All construction work should be performed so as not to adversely impact or cause loss of support to adjacent structures, drive aisles, slopes, asphalt walking paths, and utilities that are to remain. Site preparation and subsequent construction will need to be performed so as not to adversely impact these structures.

Arlington, Virginia

Langan Project No.: 270059001

We recommend that pre-construction documentation of the plaza knee wall and sculptures, as well as the adjacent North Marshal Drive and asphalt walking path in proximity of the work area be performed using still pictures and video. An engineer should observe these structures signs of existing damage.

Arlington, Virginia

Langan Project No.: 270059001

8.0 CLOSURE/LIMITATIONS

This report presents our recommendations regarding the geotechnical aspects of the proposed

Netherlands Carillon Rehabilitation project in Arlington, Virginia. These evaluations, conclusions, and recommendations are based on our site subsurface investigations, project documents, and information obtained from the project structural engineer. Recommendations given are contingent upon one another and no recommendation should be followed independent of the others. Langan Engineering and

Environmental Services, Inc. cannot assume responsibility for the use of this report to generate recommendations for other than the specific site and structures addressed in this report.

FIGURES

Figure 1 – Site Location Map

Figure 2 – Investigation Location Plan

Figure 3 – Regional Geology Map

Figure 4 – FEMA Flood Map

Filename: \\langan.com\data\AR\data0\270059001\Project Data\CAD\01\2D-DesignFiles\Geotechnical\Figure 1 - Location Plan.dwg Date: 9/12/2017 Time: 14:21 User: bsperry Style Table: Langan.stb Layout: ANSIA-BP

1300 Wilson Boulevard, Suite 450

Arlington, VA 22209

T: 571.366.6800 F: 571.366.6801 www.langan.com

L a n g a n

SOURCE: UNITED STATES GEOLOGICAL SURVEY TOPOGRAPHIC MAPS, WASHINGTON WEST DC-MD-VA, 2016

Filename: \\langan.com\data\AR\data0\270059001\Project Data\CAD\01\2D-DesignFiles\Geotechnical\Figure 2 - Boring Location Plan.dwg Date: 9/12/2017 Time: 14:22 User: bsperry Style Table: Langan.stb Layout: ANSIB-BL (1)

Arlington, VA 22209

T: 571.366.6800 F: 571.366.6801 www.langan.com

L a n g a n

NOTES:

1. EXISTING CONDITIONS ARE REFERENCED FROM THE

AUGUST 2017 TOPOGRAPHIC SURVEY PREPARED BY

LANGAN ENGINEERING AND ENVIRONMENTAL

SERVICES, INC. (LANGAN).

2. BORINGS LB-1 AND LB-2 WERE PERFORMED BY FREE

STATE DRILLING, INC. ON 23 AUGUST 2017 UNDER

THE DIRECT SUPERVISION OF LANGAN.

3. GEOPHYSICAL SEISMIC TESTING WAS PERFORMED

BY FORREST ENVIRONMENTAL SERVICES, INC. ON 22

AUGUST 2017 UNDER THE DIRECT SUPERVISION OF

LANGAN.

4. ALL INVESTIGATION LOCATIONS ARE APPROXIMATE.

5. FOR DETAILED DESCRIPTIONS OF SUBSURFACE

CONDITIONS ENCOUNTERED SEE BORING LOGS IN

APPENDIX A.

6. FOR DETAILED DESCRIPTIONS OF SEISMIC

REFRACTION AND MASW TESTING SEE APPENDIX B.

LEGEND:

BORING LOCATION AND DEPTH

GEOPHYSICAL SEISMIC TESTING

LOCATION

Filename: \\langan.com\data\AR\data0\270059001\Project Data\CAD\01\2D-DesignFiles\Geotechnical\Figure 3 - Geology Map.dwg Date: 9/12/2017 Time: 14:23 User: bsperry Style Table: Langan.stb Layout: ANSIA-BP

Arlington, VA 22209

T: 571.366.6800 F: 571.366.6801 www.langan.com

L a n g a n

SOURCE: 1995 GEOLOGIC MAP OF THE WASHINGTON WEST QUADRANGLE, DISTRICT OF COLUMBIA, MONTGOMERY AND PRINCE GEORGES COUNTIES, MARYLAND, AND ARLINGTON AND FAIRFAX COUNTIES, VIRGINIA.

LEGEND:

Q5 - GRAVEL, SAND, SILT, AND CLAY (MIDDLE PLEISTOCENE)

Cs - SYKESVILLE FORMATION: METAMORPHOSED SEDIMENTARY ROCKS

T1 - GRAVEL, SAND, SILT, AND CLAY (LATE PLIOCENE)

af - ARTIFICIAL FILL

Filename: \\langan.com\data\AR\data0\270059001\Project Data\CAD\01\2D-DesignFiles\Geotechnical\Figure 4 - FEMA Flood Map.dwg Date: 9/12/2017 Time: 14:23 User: bsperry Style Table: Langan.stb Layout: ANSIA-BP

SOURCE: FLOOD INSURANCE RATE MAP #51013C0039C, ARLINGTON COUNTY, VIRGINIA AND INCORPORATED AREAS, FEDERAL EMERGENCY MANAGEMENT AGENCY, AUGUST 19, 2013

LEGEND:

ZONE D - AREAS IN WHICH FLOOD HAZARDS ARE UNDETERMINED, BUT POSSIBLE.

1300 Wilson Boulevard, Suite 450

Arlington, VA 22209

T: 571.366.6800 F: 571.366.6801 www.langan.com

L a n g a n

Appendix A

Boring Logs

S

S

S

S

S

1/2-inch-thick PAVER 1/2-inch-thick CEMENT LEVELING SLAB 4" Gravelly f-c SAND, trace silt (moist) [FILL]

Orange-brown SILT, some f-c sand, trace fine gravel (moist) [FILL]

Brown SILT, some clay, trace f-c sand (moist)

Brown and gray Silty CLAY, trace f-c sand, trace fine gravel (moist)

Brown and gray CLAY, trace f-c sand, trace silt (moist)

Brown and gray CLAY, some f-c sand, trace silt (moist)

Orange-brown Silty f-c SAND, some f-c gravel, trace clay (moist) Light brown CLAY, trace f-c sand, trace silt, trace fine gravel (moist)

Orange-brown Gravelly f-c SAND, trace silt (moist)

Orange-brown f-c SAND, some fine gravel, some silt, some light gray clay seams (wet)

Brown f-c GRAVEL (wet)

Orange-brown Silty f-m SAND, some f-c gravel (wet)

Brown f-c SAND, some silt, some fine gravel, trace mica (wet)

S S

S S

S S

S S

S S

S S

S S

S S

S2A

S2B

S4A

S4B

S5A

S5B

50/5"

4 50/4"S7 SS

+92.8 +92.7 +92.4

+86.8

+86.4

+81.3

+80.8

+79.6

+74.3

Start drilling at 7:50am.

Augered through cement and stone base from 1/2 inch to 2 feet.

SS 2 to 4 feet

Augered to 6 feet.

SS 6 to 8 feet qu=2.25-2.5 tsf

Augered to 8 feet.

SS 8 to 10 feet qu=2.5 tsf

Augered to 10 feet.

SS 10 to 12 feet qu=3.25-4.25 tsf

Augered to 12 feet.

SS 12 to 14 feet qu=1.75 tsf

Augered to 14 feet; hard drilling at 13.5 feet; possible boulder.

SS 14 to 15.4 feet

Augered to 16 feet; very hard augering.

SS 16 to 16.3 feet

Augered to 17 feet.

SS 17 to 18.5 feet

Stoped drilling at 8:50am, pull augers and check bit.

Replaced bit and augered to

18.5 feet.

SS 18.5 to 20 feet

N um be r

P en et r.

re si st B

L/ 6i n

T yp e

R ec ov

(in

Number of Samples

Drop (in)

8/23/17

16.5

38.5 ft

Field Engineer

Date Started

Casing Diameter (in)

CME 55 Track-Mounted Rig

24 HR.

Auto

Core

Weight (lbs)

Water Level (ft.)

Completion

Sampler Hammer

Date Finished

Undisturbed

Drilling Foreman

15 -

8/23/17

Drilling Company

2-1/4" I.D. HSA

Casing Depth (ft)

Nelson Myers

Not Encountered

First

Disturbed

2" O.D. Split Spoon

Free State Drilling Inc.

Drilling Equipment Rock Depth

Casing Hammer

Kaleigh McLaughlin

Completion Depth

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

N/A

Location

Project No.

Approx. el 92.8 (NAVD 88) of 2

M A

T E

R

IA

L S

Y M

B O

L

Sample Description Depth Scale

Elevation and Datum

Project

N-Value (Blows/ft)

10 20 30 40

LB-1

Netherlands Carillon Rehabilitation

Arlington Ridge Park, Arlington, VA

270059001

Log of Boring Sheet 1

\\L A

N G

A N

.C O

M \D

A T

A \A

R \D

A T

A 0\

\P

R O

JE

C

T D

A T

A

D

IS

C

IP

LI

N

E \G

E O

T E

C H

N

IC

A L\

G

IN

T L

O G

S \2

1.

G

P J

/1 /2

0:

9:

A

M

. R ep or t:

Lo g

LA

N G

A N

Elev.

(ft)

+92.8

(Drilling Fluid, Depth of Casing, Fluid Loss, Drilling Resistance, etc.)

Remarks

50/5"

50/4"

Sample Data

Gray f-c SAND, some silt, trace friable rock fragments (wet)

[DECOMPOSED ROCK]

Gray f-c SAND, some silt, trace friable rock fragments (wet)

[DECOMPOSED ROCK]

Gray SILT, some f-m sand, trace mica (wet)

[DECOMPOSED ROCK]

No Recovery End of Boring at 38'-6".

.5

.5

50/3"

50/0.5"

50/0.5"

50/0"

S10

S11

S12

S13

SS

SS

SS

SS

+69.3

+54.3

Augered to 23.5 feet.

SS 23.5 to 23.75 feet Augered to 28.5 feet.

SS at 28.5 feet; refusal.

Augered to 33.5 feet.

SS 33.5 feet; refusal.

Augered to 38.5 feet; hard augering.

SS at 38.5 feet; refusal.

Completed boring at 10:00am. Borehole backfilled with soil cuttings to approximately 3 feet below grade and remainder backfilled with concrete.

Pavers replaced and grouted at 11:00am on 8/23/17.

N um be r

P en et r.

re si st B

L/ 6i n

T yp e

R ec ov

(in

Location

Project No.

Approx. el 92.8 (NAVD 88) of 2

M A

T E

R

IA

L S

Y M

B O

L

Sample Description Depth Scale

Elevation and Datum

Project

N-Value (Blows/ft)

10 20 30 40

LB-1

Netherlands Carillon Rehabilitation

Arlington Ridge Park, Arlington, VA

270059001

Log of Boring Sheet 2

\\L A

N G

A N

.C O

M \D

A T

A \A

R \D

A T

A 0\

\P

R O

JE

C

T D

A T

A

D

IS

C

IP

LI

N

E \G

E O

T E

C H

N

IC

A L\

G

IN

T L

O G

S \2

1.

G

P J

/1 /2

0:

9:

A

M

. R ep or t:

Lo g

LA

N G

A N

Elev.

(ft)

+72.8

(Drilling Fluid, Depth of Casing, Fluid Loss, Drilling Resistance, etc.)

Remarks

50/3"

50/0.5"

50/0.5"

50/0"

S

S

S

S

S

1/2-inch-thick PAVER 1/2-inch-thick CEMENT LEVELING PAD 7 inches Gravelly f-c SAND, trace silt (moist) [FILL]

Light brown Silty CLAY, trace f-m sand (moist)

Brown and gray CLAY, trace silt, trace fine sand (moist)

Brownish gray Silty CLAY, trace fine sand (moist)

Brown and gray CLAY, trace silt (moist)

Gray CLAY, trace silt (very moist)

Orange-brown f-c SAND, some f-c gravel, some silt (moist)

Dark brown Gravelly f-c SAND, some silt (moist)

Brown and orange-brown f-c GRAVEL, some silt, some f-c sand (moist)

S S

S S

S S

S S

S S

S S

S S

S5A

S5B

50/5"

+92.8 +92.7 +92.1

+79.8

Start drilling 10:45am.

Augered through cement and stone base to 2 feet.

SS 2 to 4 feet qu>4.5 tsf

Augered to 6 feet.

SS 6 to 8 feet qu=3.5-4.5 tsf

Augered to 8 feet.

SS 8 to 10 feet qu=3.5-4.5 tsf

Augered to 10 feet.

SS 10 to 12 feet Coarse gravel lodged in spoon tip.

qu=2.75-3.25 tsf Augered to 12 feet.

SS 12 to 14 feet qu=1.25 tsf

Augered to 14 feet.

SS 14 to 16 feet

Augered to 18.5 feet.

SS 18.5 to 20 feet

Augered to 23.5 feet.

N um be r

P en et r.

re si st B

L/ 6i n

T yp e

R ec ov

(in

Number of Samples

Drop (in)

8/23/17

N/E

31.5 ft

Field Engineer

Date Started

Casing Diameter (in)

CME 55 Track-Mounted Rig

24 HR.

Auto

Core

Weight (lbs)

Water Level (ft.)

Completion

Sampler Hammer

Date Finished

Undisturbed

Drilling Foreman

N/E -

8/23/17

Drilling Company

2-1/4" I.D. HSA

Casing Depth (ft)

Nelson Myers

Not Encountered

First

Disturbed

2" O.D. Split Spoon

Free State Drilling Inc.

Drilling Equipment Rock Depth

Casing Hammer

Kaleigh McLaughlin

Completion Depth

Size and Type of Bit

Drop (in)

Sampler

Weight (lbs)

N/A

Location

Project No.

Approx. el 92.8 (NAVD 88) of 2

M A

T E

R

IA

L S

Y M

B O

L

Sample Description Depth Scale

Elevation and Datum

Project

N-Value (Blows/ft)

10 20 30 40

LB-2

Netherlands Carillon Rehabilitation

Arlington Ridge Park, Arlington, VA

270059001

Log of Boring Sheet 1

\\L A

N G

A N

.C O

M \D

A T

A \A

R \D

A T

A 0\

\P

R O

JE

C

T D

A T

A

D

IS

C

IP

LI

N

E \G

E O

T E

C H

N

IC

A L\

G

IN

T L

O G

S \2

1.

G

P J

/1 /2

0:

9:

A

M

. R ep or t:

Lo g

LA

N G

A N

Elev.

(ft)

+92.8

(Drilling Fluid, Depth of Casing, Fluid Loss, Drilling Resistance, etc.)

Remarks

S

Gray micaceous SILT, trace f-m sand (moist)

[DECOMPOSED ROCK]

Gray micaceous SILT, some f-m sand, trace rock fragments (moist) [DECOMPOSED ROCK]

No Recovery End of Boring at 31'-6"

S S

S S

50/0.5"

0 50/0"S10 SS

+69.3

+61.3

SS 23.5 to 25 feet

Augered to 28.5 feet.

SS 28.5 to 31.5 feet Augered to 31.5 feet; hard augering.

Auger refusal at 31.5 feet.

SS at 31.5 feet; refusal.

Completed boring at 11:30am. Borehole backfilled with soil cuttings to 3 feet and remainder filled with concrete. Pavers replaced and grouted at 12:00pm on 8/23/17.

N um be r

P en et r.

re si st B

L/ 6i n

T yp e

R ec ov

(in

Location

Project No.

Approx. el 92.8 (NAVD 88) of 2

M A

T E

R

IA

L S

Y M

B O

L

Sample Description Depth Scale

Elevation and Datum

Project

N-Value (Blows/ft)

10 20 30 40

LB-2

Netherlands Carillon Rehabilitation

Arlington Ridge Park, Arlington, VA

270059001

Log of Boring Sheet 2

\\L A

N G

A N

.C O

M \D

A T

A \A

R \D

A T

A 0\

\P

R O

JE

C

T D

A T

A

D

IS

C

IP

LI

N

E \G

E O

T E

C H

N

IC

A L\

G

IN

T L

O G

S \2

1.

G

P J

/1 /2

0:

9:

A

M

. R ep or t:

Lo g

LA

N G

A N

Elev.

(ft)

+72.8

(Drilling Fluid, Depth of Casing, Fluid Loss, Drilling Resistance, etc.)

Remarks

50/0.5"

50/0"

Appendix B

Geophysical Seismic Test Results

Geophysical Survey Netherlands Carillon Arlington Ridge Park North Marshall Drive

Arlington, Virginia

Prepared For:

LANGAN

1300 Wilson Boulevard, Suite 450

Arlington, Virginia 22209

Prepared By:

August 2017

FES Project No. 17200

Oak Hill, Virginia

(703) 648-9090 www.fesinc.net 17200

August 2017 shown

LNCVAF1

Geophysical Site Map Netherlands Carillon George Washington Memorial Parkway Arlington, Virginia

Langan 1

DATE

DRAWN BY

JOB NO.

SCALE

APPROVED BY

DWG. NO./ REV. NO.

TITLE

CLIENT FIGURE

MASW and SR Line

Legend

MASW and SR Line 1

MASW and SR Line 2 www.fesinc.net 17200

August 2017 shown

LNCVASRF2

MASW Line 1 Netherlands Carillon George Washington Memorial Parkway Arlington, Virginia

Langan 2

Depth (ft)

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000

S-wave velocity (ft/s)

S-wave velocity model (initial) : 8221701.dat

Average Vs 100ft = 2392.7 ft/sec

DATE

DRAWN BY

JOB NO.

SCALE

APPROVED BY

DWG. NO./ REV. NO.

TITLE

CLIENT FIGURE

www.fesinc.net 17200

August 2017 shown

LNCVASRF3

MASW Line 2 Netherlands Carillon George Washington Memorial Parkway Arlington, Virginia

Langan 3

Depth (ft)

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000

S-wave velocity (ft/s)

S-wave velocity model (initial) : 8221708.dat

Average Vs 100ft = 2337.2 ft/sec

DATE

DRAWN BY

JOB NO.

SCALE

APPROVED BY

DWG. NO./ REV. NO.

TITLE

CLIENT FIGURE

www.fesinc.net 17200

August 2017 shown

LNCVASR-1

SR Line 1 Netherlands Carillon George Washington Memorial Parkway Arlington, Virginia

Langan

South

DATE

DRAWN BY

JOB NO.

SCALE

APPROVED BY

DWG. NO./ REV. NO.

TITLE

CLIENT FIGURE

3000 3000 3000

5000 5000

7000 7000

9000 9000 9000 11000 11000 1100013000 13000

13000

15000

15000

15000

17000

703 704 705 706

-20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 Distance (feet)

E le va tio n (a pp ox im at e fe et m sl

North Netherlands Carillon feet/second

Silty Clay

Saprolite

Bedrock

SR Line 1 RMS error 1.9%=0.73ms 20 WET iters. 50Hz Width 3.0% initial GRADIENT.GRD Version 3.35

10000

11000

12000

13000

14000

15000

16000

17000

18000 klawson Line www.fesinc.net 17200

August 2017 shown

LNCVASR-2

SR Line 2 Netherlands Carillon George Washington Memorial Parkway Arlington, Virginia

Langan

3000 3000 3000

5000 5000

7000 7000

70009000 9000

11000 11000

11000

13000 13000

1300015000

15000

15000

710 711 712 713

-20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 Distance (feet)

E le va tio n( ap pr ox im at e fe et m sl

West

DATE

DRAWN BY

JOB NO.

SCALE

APPROVED BY

DWG. NO./ REV. NO.

TITLE

CLIENT FIGURE

EastNetherlands Carillon feet/second

Silty Clay

Saprolite

Bedrock

SR Line 2 RMS error 0.9%=0.37ms 20 WET iters. 50Hz Width 3.0% initial GRADIENT.GRD Version 3.35

10000

11000

12000

13000

14000

15000

16000

17000

18000

Appendix C

Laboratory Test Data

Jay Kay Testing, Inc. (AASHTO-Accredited)

08/30/17 TESTED BY: ST/JT REVIEWED BY: KL PAGE 1 OF 8

LB-2 S6 14.0-16.0 7.4 - - - - 20.6 -

LB-2 S7 18.5-20.0 11.6 - - - - 31.9 -

LB-2 S2 6.0-8.0 20.7 - 38 20 18 85.6 CL

LB-2 S5A 12.0-13.0 18.8 - 29 16 13 - -

LB-1 S8 17.0-18.5 23.4 - - - - 47.5 -

LB-1 S4A 10.0-11.5 18.1 -

LB-1 S9 18.5-20.0 15.7 - - - - 32.9 -

% FINES USCS

Arlington, VA.

29 16 13 77.5 CL

LB-1 S6 14.0-15.5 6.1 - 23 20 3 17.9 SM

SUMMARY OF LABORATORY TESTING

NETHERLANDS CARILLON

PROJECT NO. 270059001 SAMPLE DATE 08/23/17 JAY KAY TESTING, INC.

SAMPLES: 8 LOCATION: 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101

REPORT: 08/30/17 REMARKS:

BORING SAMPLE DEPTH MC % OM % LL PL PI

3/8 #60 #100

AASHTO T-89/T-90

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit 16 USCS CL

Plasticity Index 13

SOIL DESCRIPTION

Light tan brown lean CLAY with sand

08/30/17 TESTED BY: ST/JT REVIEWED BY: KL PAGE 2 OF 8

Moisture Content 18.1 Organic Content -pH - Other -

Liquid Limit 29 AASHTO A-6

- 22.5 - - - 0.2 22.3 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - - 100.0 99.8 98.7 93.2 77.5

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) AASHTO T-88

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

NETHERLANDS CARILLON

Boring: LB-1 Project No.: 270059001 JAY KAY TESTING, INC.

Sample: S4A Sample Date: 08/23/17 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 10.0-11.5' Location: Arlington, VA.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

0 20 40 60 80 100 120 140

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit 20 USCS SM

Plasticity Index 3

SOIL DESCRIPTION

Brown silty SAND with rock

08/30/17 TESTED BY: ST/JT REVIEWED BY: KL PAGE 3 OF 8

Moisture Content 6.1 Organic Content -pH - Other -

Liquid Limit 23 AASHTO A-1-b

34.4 47.7 - 34.4 14.9 17.2 15.6 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - 100.0 85.8 80.9 65.6 50.7 33.5 27.3 23.2 17.9

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) AASHTO T-88

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S6 Sample Date: 08/23/17 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 14.0-15.5' Location: Arlington, VA.

NETHERLANDS CARILLON

Boring: LB-1 Project No.: 270059001 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit - USCS -

Plasticity Index -

VISUAL SOIL DESCRIPTION

Tan brown silty SAND with gravel and rock

08/30/17 TESTED BY: ST/JT REVIEWED BY: KL PAGE 4 OF 8

Moisture Content 23.4 Organic Content -pH - Other -

Liquid Limit - AASHTO -

18.0 34.5 13.5 4.5 1.6 16.6 16.3 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - 100.0 86.5 86.5 83.2 82.5 82.0 80.4 63.8 55.0 51.1 47.5

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) AASHTO T-88

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S8 Sample Date: 08/23/17 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 17.0-18.5' Location: Arlington, VA.

NETHERLANDS CARILLON

Boring: LB-1 Project No.: 270059001 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit - USCS -

Plasticity Index -

VISUAL SOIL DESCRIPTION

Orange brown silty SAND with rock

08/30/17 TESTED BY: ST/JT REVIEWED BY: KL PAGE 5 OF 8

Moisture Content 15.7 Organic Content -pH - Other -

Liquid Limit - AASHTO -

15.1 52.0 - 15.1 5.2 13.6 33.2 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - 100.0 93.4 88.1 84.9 79.7 66.1 55.2 44.8 32.9

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) AASHTO T-88

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S9 Sample Date: 08/23/17 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 18.5-20.0' Location: Arlington, VA.

NETHERLANDS CARILLON

Boring: LB-1 Project No.: 270059001 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit 20 USCS CL

Plasticity Index 18

SOIL DESCRIPTION

Brown lean CLAY

08/30/17 TESTED BY: ST/JT REVIEWED BY: KL PAGE 6 OF 8

Moisture Content 20.7 Organic Content -pH - Other -

Liquid Limit 38 AASHTO A-6

- 14.4 - - 0.1 0.2 14.1 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - 100.0 99.9 99.7 99.2 95.9 85.6

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) AASHTO T-88

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S2 Sample Date: 08/23/17 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 6.0-8.0' Location: Arlington, VA.

NETHERLANDS CARILLON

Boring: LB-2 Project No.: 270059001 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit - USCS -

Plasticity Index -

VISUAL SOIL DESCRIPTION

Brown silty SAND with rock

08/30/17 TESTED BY: ST/JT REVIEWED BY: KL PAGE 7 OF 8

Moisture Content 7.4 Organic Content -pH - Other -

Liquid Limit - AASHTO -

39.6 39.8 - 39.6 11.1 12.9 15.8 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - 100.0 86.1 74.0 60.4 49.3 36.4 32.1 28.1 20.6

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) AASHTO T-88

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S6 Sample Date: 08/23/17 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 14.0-16.0' Location: Arlington, VA.

NETHERLANDS CARILLON

Boring: LB-2 Project No.: 270059001 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit - USCS -

Plasticity Index -

VISUAL SOIL DESCRIPTION

Orange brown silty GRAVEL with sand

08/30/17 TESTED BY: ST/JT REVIEWED BY: KL PAGE 8 OF 8

Moisture Content 11.6 Organic Content -pH - Other -

Liquid Limit - AASHTO -

41.9 26.2 17.3 24.6 3.1 10.7 12.4 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - 100.0 82.7 70.3 65.1 58.1 55.0 44.3 39.6 35.9 31.9

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) AASHTO T-88

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

Sample: S7 Sample Date: 08/23/17 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (410) 259-5101 Depth: 18.5-20.0' Location: Arlington, VA.

NETHERLANDS CARILLON

Boring: LB-2 Project No.: 270059001 JAY KAY TESTING, INC.

0.0010.010.1110100

P

ER

C

EN

T

FI

N

ER

P

ER

C

EN

T C O

A R

SER

Hampton-Clarke Report Of Analysis Langan Engineering & EnvironmentalClient: 7082504HC Project #:

Nertherland CarillonProject:

Lab#:

Sample ID: Collection Date:

AC99693-001

S1 8/23/2017

Matrix: Soil Receipt Date: 8/25/2017

% Solids SM2540G

Analyte Units RL ResultDF 821 percent% Solids

Chloride (Soil) 9056A

Analyte Units RL ResultDF 24 ND1 mg/kgChloride pH 9040C/9045D

Analyte Units RL ResultDF

5.81 phpH

Sulfate (Soil) 9056A

Analyte Units RL ResultDF 24 501 mg/kgSulfate

Page 1 of 27082504Project #:NOTE: Soil Results are reported to Dry Weight

S1: LB-1 and LB-2

Lab#:

Sample ID: Collection Date:

AC99693-002

LB-1 8/23/2017

Matrix: Soil Receipt Date: 8/25/2017

% Solids SM2540G

Analyte Units RL ResultDF 831 percent% Solids

Chloride (Soil) 9056A

Analyte Units RL ResultDF 24 ND1 mg/kgChloride pH 9040C/9045D

Analyte Units RL ResultDF

5.61 phpH

Sulfate (Soil) 9056A

Analyte Units RL ResultDF 24 ND1 mg/kgSulfate

Page 2 of 27082504Project #:NOTE: Soil Results are reported to Dry Weight

S2B and S3

Langan Engineering #270059001 Netherlands Carillon

Summary of Corrosion Testing

SAMPLE ID RESISTIVITY TESTS CHEMICAL TESTS REMARKS

Boring Sample Depth As-Received @ Minimum Resistivity Awwa Appendix A

No. No. Test Water Resistivity Water Resistivity Redox Potential Sulfide Method Content Content pH Temperature R1 R2 R3 Average Response

(ft) (%) (k - cm) (%) (k - cm) (pH units) (oC) (mV) (mV) (mV) (mV) (visual) LB-1 & LB-2 S-1 2-4 ASTM G57 22.6 3.0 22.6 3.0 6.3 21.8 246 248 253 249 trace

LB-1 S-2B & S-3 6.4-10 ASTM G57 19.6 7.6 19.6 7.6 6.4 23.0 218 222 226 222 trace pH

ASTM G51

Prepared by: BB Reviewed by: RT Date: 8/31/2017

TerraSense, LLC 45H Commerce Way Totowa, NJ 07512

(973) 812-1818

Project No. 7920-756 File: Corrosion56.xlsx