draft project coordinator re: pre-design investigation

DRAFT

9 1 7 5 G u i l f o r d R o a d • S u i t e 3 1 0 • C o l u m b i a , M D 2 1 0 4 6 v o i c e : ( 4 1 0 ) 2 9 0 – 7 7 7 5 • f a x : ( 4 1 0 ) 2 9 0 – 7 7 7 6 • w w w . a r m g r o u p . n e t

June 29, 2018

Ms. Barbara Brown Project Coordinator Maryland Department of the Environment 1800 Washington Boulevard Baltimore, MD 21230

Re: Pre-Design Investigation Work Plan (Revision 0) Parcel B14: Humphrey Impoundment Tradepoint Atlantic Sparrows Point, MD 21219

Dear Ms. Brown:

ARM Group Inc. (ARM), on behalf of EnviroAnalytics Group (EAG), has prepared this Pre-Design Investigation (PDI) Work Plan for a portion of the Tradepoint Atlantic property (formerly Sparrows Point Terminal, LLC) that has been designated as Area B: Parcel B14 (the Site). Parcel B14 is comprised of 60.3 acres of the approximately 3,100-acre former steel making facility (Figure 1). The majority of Parcel B14 is occupied by the Humphrey Impoundment, which is approximately 43 acres in size. The Site is bounded to the west by Humphrey Creek Waste Water Treatment Plant (HCWWTP) and Emergency Detention Basin (within Parcel B24), to the north by the Billet Building (within Parcel B8) and the New Cold Mill Complex (NCMC; within Parcel A4), and to the east and south by the Tin Mill Canal (TMC; within Parcel B16). The proposed activities presented in this PDI Work Plan are based on the findings and recommendations from the Phase II Investigation Report for Area B: Parcel B14, Revision 0 dated March 27, 2018, and also communications with the Maryland Department of the Environment (MDE) during a project meeting on June 5, 2018 regarding the conceptual response action plan for Parcel B14.

1.0 BACKGROUND

During the Phase II Investigation, 33 soil borings were initially completed across Parcel B14 to provide for the characterization of the materials that had been placed within Humphrey Impoundment during its operation. Several of these soil boring locations exhibited elevated detections of TPH/Oil & Grease and/or had physical evidence of non-aqueous phase liquid (NAPL) in the associated soil cores. Temporary screening piezometers were installed at 14 of these locations (i.e., B14-002-SB, B14-006-SB, B14-007-SB, B14-008-SB, B14-010-SB, B14-011-SB, B14-012-SB, B14-013-SB, B14-015-SB, B14-017-SB, B14-021-SB, B14-022-SB, B14-028-SB, and B14-034-SB) to help delineate the extent and thickness of NAPLs within the

ARM Project 150300M-17 2 June 29, 2018

A R M G r o u p I n c .

impoundment. Based on the detection of NAPLs within many of these piezometers, nine additional temporary screening piezometers (i.e., B14-035-PZ through B14-043-PZ) were subsequently installed at strategic locations to further characterize the extent and thickness of NAPLs across the impoundment. Despite the presence of measurable NAPL in a number of the temporary piezometers, NAPL was not detected in any of the permanent monitoring wells surrounding the impoundment, suggesting that the NAPL is contained within the impoundment. Soil borings locations and inspection logs are included in Appendix A, and piezometer locations with NAPL occurrence and a typical piezometer construction log are included in Appendix B.

Each screening piezometer was gauged for the presence or absence of NAPL with an oil-water interface probe immediately, 48-hours, and at least 30-days after installation. Several of the screening piezometers (based on accessibility) have since been gauged periodically to monitor the accumulation of NAPL within the piezometer casing. The results of the periodic NAPL gauging events are summarized in Appendix C, with the maximum accumulated product thickness in each piezometer summarized in Table 1 of Appendix C.

The screening-level risk assessment (SLRA) completed as part of the Phase II Investigation Report for Parcel B14 did not indicate any unacceptable risks for future Composite Workers. However, based on the currently depressed surface elevation of the impoundment as compared to the perimeter embankment, any future redevelopment of the parcel is currently anticipated to include the placement of fill across the surface of the impoundment to promote surface water runoff, and reduce infiltration.

2.0 PRE-DESIGN INVESTIGATION

2.1 Purpose and Scope

Based on potential concerns associated with the planned fill placement activities, including embankment stability, potential NAPL migration, and future constructability, supplemental pre-design investigation (PDI) activities are warranted to support the completion of final design details and plans for the proposed fill placement. The planned PDI activities are discussed in the following subsections of this Work Plan, and are generally summarized on the attached Figure 2 (Pre-Design Investigation Map) and Table 1 (Pre-Design Investigation Summary).

2.2 Soil Boring Investigation

A supplemental soil boring investigation will be completed to support the characterization of surface and subsurface conditions, and to facilitate the collection of samples for laboratory testing. The soil boring investigation activities will include the use of a drilling rig that is suitable for the site conditions and proposed work, including the ability to drive split-spoon samples for Standard Penetration Testing (SPT) in accordance with ASTM D1586, reach the targeted depths of up to 25 to 30 feet, and create a borehole of large enough diameter to support in-field permeability testing. The assessments to be completed as part of the supplemental soil borings are discussed in the following subsections.



2.2.1 Geotechnical Assessment of Embankment

Soil borings will be completed at selected locations along the embankment of the impoundment to support the evaluation of its construction and stability. The approximate boring locations are shown on the attached Figure 2, and consist of the proposed borings B14-001-PDI, B14-005-PDI, B14-007-PDI, and B14-008-PDI. The boring locations were selected to help assess portions of the embankment that have not yet been investigated (a few geotechnical borings were previously completed along the eastern side of the embankment as shown in Appendix D), and where NAPL migration to adjacent areas is considered to be a potential concern. These borings will be extended to a depth of approximately 25 to 30 feet below the existing grade, with the intention of extending through the embankment materials and at least 5 feet into the underling native materials. Continuous split-spoon sampling with SPT testing will be conducted from the ground surface to a depth of 15 feet, and then one more split-spoon and SPT test for every 5 feet thereafter.

During the drilling, SPT blow counts and recoveries will be recorded, and the materials encountered will be logged by the attending scientist or engineer with respect to material type, color, particle size, odors, and any other relevant observations. Representative materials from each boring between a depth of approximately 5 to 15 feet below grade will be set aside and subsequently submitted to a geotechnical testing laboratory for sieve analysis (ASTM D422) and Atterberg limits (ASTM D4318).

The collected information will be used to support the completion of an embankment slope stability analysis for the anticipated impoundment filling activities.

2.2.2 Geotechnical Assessment of Sediments/Sludges

Concurrent with the embankment soil boring investigation program, additional soil borings will completed at selected locations within the impoundment to further characterize the physical properties of the impounded solids to support the evaluation of the embankment stability and potential fluid (i.e., water and NAPL) migration. The approximate boring locations are shown on the attached Figure 2, and consist of the proposed borings B14-002-PDI, B14-003-PDI, B14-004-PDI, and B14-006-PDI. The boring locations were selected to support the embankment stability assessment, the help characterize the materials where NAPL was measured, and based on potential accessibility. These borings will be extended to a depth of approximately 15 to 20 feet below the existing grade, with continuous split-spoon sampling and SPT testing conducted from the ground surface to a depth of 15 feet, and then one more split-spoon and SPT test for every 5 feet thereafter.

During the drilling, SPT blow counts and recoveries will be recorded, and the materials encountered will be logged by the attending scientist or engineer with respect to material type, color, particle size, odors, and any other relevant observations. Representative materials from each boring between a depth of approximately 5 to 15 feet below grade will be set aside and



subsequently submitted to a geotechnical testing laboratory for sieve analysis (ASTM D422) and Atterberg limits (ASTM D4318).

The collected information will be used to support the embankment slope stability analysis for the anticipated impoundment filling activities, and to support the evaluation of potential NAPL migration and recoverability within the impoundment.

2.2.3 Field Permeability Testing

To further support the evaluation of potential NAPL migration and recoverability, field permeability testing will be conducted at selected locations to help characterize the permeability of the impounded materials. The permeability test locations will be within or adjacent to the geotechnical boring locations shown on Figure 2 and designated as B14-002-PDI, B14-003-PDI, and B14-006-PDI. The permeability test locations were selected to support the assessment of potential NAPL mobility and recoverability where the greatest NAPL thicknesses were generally detected. At each of the test locations, a 2-inch diameter temporary PCV well will be installed such that the bottom of the well will have 10 to 15 feet of slotted well screen, with solid riser pipe up to the ground surface. The total depth of each well will be approximately 15 to 20 feet, with goal of having 5 to 10 feet of screened interval below the static water level, and 3 to 5 feet of screened interval above the water table. A sand pack will be placed in the annular space around the screened interval and to an elevation of 1 or 2 feet above the screened interval, and the sand pack will be sealed with 1 to 2 feet of hydrated bentonite and then soil fill up to the ground surface. It is anticipated that the permeability tests will generally be conducted as falling head and/or rising head ‘slug’ tests through the addition or removal of water from the wells, and then recording the drop or rise in water level over time until the water level largely recovers to its initial condition. Alternately or in addition to the slug testing, if a constant rate of water addition or withdrawal can be maintained at a relatively constant water level in the well, the associated flow rate and water level will be recorded. Following data collection, the resulting field measurements will then be used to estimate the saturated permeability at each test location using an appropriate analysis method for the field testing conducted and the results obtained (e.g., Bouwer and Rice, Hvorslev, Dagan, and/or other methods as appropriate for partially penetrated unconfined aquifers). The permeability results will be used to support the evaluation of potential dewatering and settlement rates, and the design of a NAPL recovery or control system if warranted.

2.3 NAPL Assessment

Additional testing is planned to support the evaluation of the nature, extent, and potential mobility and recoverability of the observed NAPLs within the impoundment. This additional testing is planned to consist of NAPL bail-down recovery testing, and the collection of NAPL samples for selected physical and chemical property testing as described in the following subsections.



2.3.1 NAPL Recovery Testing

NAPL bail testing will be conducted at selected piezometer locations to support the assessment of potential NAPL migration and recoverability. If such studies indicate that NAPL migration beyond the impoundment embankment is a potential concern during or following the planned fill placement activities, some type of NAPL monitoring and recovery/control will likely be proposed as part of the Response Action Plan for the parcel.

For this study, a product bail down test will be completed for each piezometer that has or had a measured NAPL thickness of greater than 0.5 feet. Based on existing information (see Table 1 of Appendix C), 0.5 feet or more of NAPL has been measured at the following piezometer locations: B14-007-PZ, B14-013-PZ, B14-021-PZ, B14-038-PZ, B14-039-PZ, and B14-041-PZ (these piezometer labels are highlighted in yellow on Figure 2). The bail-down testing will be conducted in general accordance with Manual Skimming Field Methods procedure presented in ASTM standard E2856-13 (Estimation of LNAPL Transmissivity). This test consists of the removal of NAPL from the piezometer casing and borehole on a repeated basis, without allowing more than approximately 25% of recovery to occur between product removal events. As a result, the rate of NAPL removal and monitoring is dependent on the NAPL recovery behavior at each test location, and the test can range from a few hours for test locations exhibiting higher NAPL transmissivities to multiple weeks for test locations exhibiting lower NAPL transmissivities. The NAPL recovery volume and gauging data from the test will be used to estimate NAPL transmissivity and recoverability.

Prior to the start of bail down testing, an oil-water interface probe will be used to gauge all 23 NAPL piezometers within Parcel B14. All gauging data, product thickness, and visual product observations (color/viscosity) will be recorded on appropriate field log sheets (see Appendix E). For each piezometer that has more than 0.5 feet of measurable product, the NAPL will initially be removed with a peristaltic pump until all visible free product has been removed or until only trace levels of product remain in the casing; the recovery of water and impacts on the water level will be minimized to the extent practical. The volume of product that is recovered from the piezometer will be recorded on the field log, as will the new depth to water and depth to product. A follow-up gauging measurement will then be completed approximately 10 to 15 minutes later to assess the approximate rate of NAPL recovery, and to support the establishment of an initial time interval that will allow for subsequent gauging of the well before the NAPL has recovered 25% of its initial thickness. The process will be repeated at each of the selected piezometers to establish an initial time interval for the testing. The testing, which will include periodic gauging and NAPL removal, will then be conducted at the selected time intervals, with adjustments to the time intervals made as necessary to help prevent greater than 25% NAPL recovery during the test. The test will be continued until the calculated NAPL recharge rate into the well stabilizes (i.e., when 3 or 4 consecutive discharge rates are within 25% of each other). Following completion of the bail-down test, subsequent gauging events will be conducted to measure the time it takes the NAPL in each piezometer to recover to between 80 and 100% of the initial thickness.



Following completion of the tests, the NAPL recovery volume and gauging data from the tests will be used to calculate NAPL transmissivity at each test location per the procedures outlined in the ASTM standard. Final transmissivity values will them be compared to guideline reference values to help make conclusions regarding NAPL recoverability, and the need for any NAPL recovery or control measures as part of the Response Action Plan.

2.3.2 Product Testing

As part of the NAPL assessment, and in conjunction with the bail-down recovery testing, a sample of the NAPL removed from each of the piezometers will be placed into laboratory-supplied bottleware and submitted to Pace Analytical Services, Inc. (PACE) for testing of density and viscosity. The results of this testing will support the evaluation of potential NAPL mobility and recoverability, and potential treatment or disposal requirements for any recovered product. 2.4 Cover Material Study

Based on the current plans for covering the impoundment with fill materials, an evaluation will be conducted to support the identification of one or more appropriate sources of fill for the proposed impoundment cover system. The evaluation will consider the material availability and location, physical and chemical properties, material placement and constructability issues, and other factors as appropriate. Among other potential sources of fill material, this study will evaluate the potential use of dredge materials (e.g., those currently stored at the Coke Point Dredged Material Containment Facility), development excavation spoils, and other possible on-site and off-site fill materials.

2.5 Additional Provisions

All field protocols will be conducted in accordance with the Standard Operating Procedures (SOPs) and requirements given in the property-wide Quality Assurance Project Plan (QAPP). The investigation will also be conducted under the property-wide Health and Safety Plan (HASP). Any NAPL or water removed from the piezometers and temporary wells will be containerized and subsequently disposed of at an appropriate and permitted disposal facility. The selected disposal facility will be approved by the MDE prior to shipment. Any waste generated during the PDI activities will be placed in designated drums and will be managed in bulk with waste from other investigations and will be appropriately characterized prior to disposal.

3.0 CLOSING If you have questions regarding any information covered in this document please feel free to contact ARM Group Inc. at (410) 290-7775.



Respectfully Submitted, ARM Group Inc. Leandra M. Glumac Stephen B. Fulton Staff Geologist Sr. Environmental Engineer

Attachments:

Figures Figure 1 – Site Location Map Figure 2 - Parcel B14: Pre-Design Investigation Map Tables Table 1 – Parcel B14: Pre-Design Investigation Summary Appendix A – Soil Boring Location Map and Logs Appendix B – Piezometer Location Map and Typical Construction Log Appendix C – NAPL Gauging Summary Tables Appendix D – Geotechnical Boring Logs Appendix E – Blank Field Sheets for NAPL Recovery Testing

FIGURES

Parcel B12

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Parcel B10Parcel B13

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Parcel B3Parcel B2Parcel B1

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Site Boundary

Parcel Boundaries

Private Property

Area B: Project 150300M

Tradepoint AtlanticArea A and Area B Parcels

Area A: Project 150298MEnviroAnalytics GroupBaltimore County, MD

March 1, 2018 1Figure

Tradepoint Atlantic

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B14-011-PZ

B14-012-PZB14-013-PZ

B14-015-PZ

B14-008-PZ

B14-017-PZ

B14-010-PZ

B14-002-PZ

B14-006-PZ

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B14-042-PZ

B14-041-PZ

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B14-037-PZ B14-043-PZ

B14-007-PZ

HI02-PZM006

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TM02-PZM009

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TM06-PZM008

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Well 2

Tradepoint AtlanticBaltimore County, MD

EnviroAnalytics GroupARM Project 150300M-17

Parcel B14 Pre-Design Investigation Map 2

Figure

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@? Existing Well

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Existing Elevations in ft(2 ft Interval)

Proposed Soil Boring Location (approx.)

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Potential Limited AccessAreas (ponded water,mud, etc.)

Notes: Boring locations subject to change. Orange highlightingdenotes piezometers planned for LNAPL recovery testing.

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TABLES

Table 1Parcel B14: Pre-Design Investigation Summary

Former Sparrows Point Steel MillSparrows Point, Maryland

ARM Project No. 150300M-17 Page 1 of 1 June 27, 2018

Investigation Activity Rationale/Purpose Test Locations(1) Investigation Description Testing Parameters/Methods(2)

Geotechnical Assessment of Embankment

Further characterize the strength and integrity of the impoundment embankment where accessible and information is not availale.

Collected strength data will support the completion of an embankment slope stability analysis for the planned future fill

placement across the impoundment.

B14-001-PDIB14-005-PDIB14-007-PDIB14-008-PDI

Borings completed with geotechnical soil boring rig to total depths of approximately 25 to 30 feet. Continuous split-spoon sampling from ground

surface to 15 feet deep, then one split-spoon sample every 5 feet thereafter.

- SPT blow counts for all split spoon samples; and- 1 representative bulk sample from each boring

between a depth of 5 and 15 feet for the following laboratory tests: sieve analysis and Atterberg limits.

Geotechnical Assessment of Sediments/Sludges

Further characterize the physical properties of the sediments/sludges within the impoundment to support the analysis of embankment slope stability and potential fluid (i.e., water and

NAPL) migration.

B14-002-PDIB14-003-PDIB14-004-PDIB14-006-PDI

Borings completed with geotechnical soil boring rig to total depths of approximately 15 to 20 feet. Continuous split-spoon sampling from ground

surface to 15 feet deep, then one split-spoon sample every 5 feet thereafter.

- SPT blow counts for all split spoon samples; and- 1 representative bulk sample from each boring

between a depth of 5 and 15 feet for the following laboratory tests: sieve analysis and Atterberg limits.

Field Permeability TestingFurther characterize the permeability of the impounded materials in

selected locations to support the evaluation of potential fluid migration and recovery.

B14-002-PDIB14-003-PDIB14-006-PDI

Complete in-field permeability tests (falling and rising head slug tests, or constant rate test) with

temporary wells to be installed in or adjacent to the selected geotechnical borings.

Install a temporary 15 to 20-foot deep 2-inch PVC well consisting of approximately 10 to 15 feet of slotted well screen extending at least 5 feet below

and 3 feet above the water level, and solid riser pipe to the ground surface. Measure water level response over time following injection and removal of water and analyze per Bouwer & Rice or similar method.

NAPL Recovery Testing Help determine the recoverability of NAPL identified within the

impoundment. This information will support the design of NAPL recovery/control measures, if warranted.

B14-007-PZB14-013-PZB14-021-PZB14-038-PZB14-039-PZB14-041-PZ

Free-product (LNAPL) will be removed from selected piezometers where LNAPL has been

measured at a thickness of greater than 0.5 feet. Product removal will be conducted with a peristaltic pump in an attempt to minimize any water recovery.

Following free-product removal, periodic measurements of LNAPL thickness will be recorded over the course of up to approximately 2 weeks to help determine the LNAPL recovery rate. Testing

and data evaluation per ASTM E2856-13 (Estimation of LNAPL Transmissivity) using manual

skimming.

Supplemental NAPL Characterization

Further characterize each distinct NAPL type (based on density, color, viscosity, etc.) to support the evaluation of potential

migration, recoverability, and disposal requirements.Same as above.

Same as above. Excess NAPL to be placed into drum or other container for future recycling or

disposal.

Place NAPL sample from each piezometer into laboratory-supplied bottleware and submit for analysis of fluid density (specific gravity) and

viscosity.

Cover Material StudyFurther investigate potential on-site and off-site sources of material that could be used to partially or fully backfill the impoundment to

support future use.Not Applicable

Assess potential use of on-site dredge spoils, demolition debris, slag, imported fill, and other

materials with respect to available volume, compaction, strength, bearing capacity, unit weight,

and contaminant concentrations.

No testing currently planned, but could include soil classification, moisture content, density, and/or shear

strength testing of potentially suitable materials.

Notes:1. See Figure 2, Parcel B14 Pre-Design Investigation Map for Soil Boring and Piezometer Locations2. SPT = Standard Penetration Test

APPENDIX A

Soil Boring Location Map and Logs

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B14-034-SB

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B14-038-PZ

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B14-018-SBB14-019-SB

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B14-033-SB

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@A Soil Core

@A Soil Core (NAPL Identified)

Observed Oil Area (Approximate)

Parcel Boundary

Tradepoint Atlantic

Baltimore County, MD

EnviroAnalytics Group

ARM Project 150300M-17

Parcel B14 NAPL ObservationsSoil Core Locations 4

Figure

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Parcel B14 NAPL ObservationsSoil Core Locations 5

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0 200 400100Feetq

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A@A

@A

@A

@A @A@A

@A

@A

@A

@A

@A @A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A B14-034-SB

B14-036-PZ

B14-042-PZ

B14-041-PZ

B14-040-PZ

B14-039-PZ

B14-038-PZ

B14-035-PZ

B14-037-PZ

B14-043-PZ

B14-018-SBB14-019-SB

B14-011-SB

B14-020-SB

B14-012-SB B14-013-SB

B14-014-SB

B14-007-SBB14-008-SB

B14-009-SB

B14-016-SB B14-017-SB

B14-010-SB

B14-002-SB

B14-006-SB

B14-003-SB

B14-026-SB

B14-024-SB

B14-023-SB

B14-021-SB

B14-029-SB

B14-025-SB

B14-028-SB

B14-027-SB

B14-033-SB

B14-032-SB

B14-031-SB

B14-030-SB

B14-022-SB

B14-015-SB

Parcel B14

Cross-A

Cross-B

B14-0

30-S

B

B14-0

15-S

B

B14-0

08-S

B B14-0

03-S

B

-30

-25

-20

-15

-10

-5

0

5

10

15

20

0 200 400 600 800 1000 1200 1400 1600 1800

Vertic

al De

pth (ft

)

Horizontal Distance (ft)

B14 GEOLOGICAL CROSS SECTION (A)

SurfaceElevationDepth toWaterSlagSandClayBottom

SW NE

B14-0

37-S

B

B14-0

34-S

B

B14-0

12-S

B

B14-0

39-S

B

B14-0

13-S

B

B14-0

43-S

B

B14-0

15-S

B

B14-0

28-S

B

B14-0

10-S

B

-20

-15

-10

-5

0

5

10

15

20

0 500 1000 1500 2000 2500

Vertic

al De

pth (ft

)

Horizontal Distance (ft)

B14 GEOLOGICAL CROSS SECTION (B)

SurfaceElevationDepth toWaterSlag

ClaySand

Bottom

W E

12-14

-2017

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tics G

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5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

02-S

B.bor

Boring ID: B14-002-SB(page 1 of 1)

Total Borehole Depth: 10' bgs.Boring terminated at 10' bgs due to piezometer installation.0-1' bgs interval was was completed via hand auger method.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : L. PerrinChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Ryan SitesDrilling Equipment : Geoprobe 7822DT

Date : 9/14/17Weather : Cloudy, 70s

Northing (US ft) : 570756.78Easting (US ft) : 1459350.57

Depth

(ft.)

0

5

10

% Re

cove

ry

100

PID R

eadin

g (PP

M)

0.0

Samp

le No

/Inter

val

B14-002-SB-1

DESCRIPTION

(0-1') SAND with some SILT and GRAVEL, very fine to medium grained, medium dense, brown, trace moist, non plastic, non cohesive

(1-10') No Recovery

End of boring

USCS

SW

REMARKS

Groundwater was observed at 1' bgs, thus there was no soil recovery in the sleeve

Because soils could not be properly screened, a piezometer was installed to check for the potential presence of NAPL

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

03-S

B.bor


Total Borehole Depth: 20' bgs.Boring terminated at 20' bgs due to water.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : L. PerrinChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Mike GarvineDrilling Equipment : Geoprobe 7822DT



Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

72

60

8

40

PID R

eadin

g (PP

M)

-

0.4

0.6

0.2

0.1

-

-

0.8

0.5

1.6

-

-

-

-

-

-

-

-

-

-

Samp

le No

/Inter

val

B14-003-SB-1

B14-003-SB-5

DESCRIPTION

(0-0.5') SANDY SILT, soft, brown, dry, non plastic, non cohesive(0.5-12') SLAG, SAND and GRAVEL-sized and some COBBLE-sized, brown with trace black and gray grading to reddish brown, dry, non plastic, non cohesive

(12-19.7') CLAYEY SILT with trace SAND, soft, black, low plasticity, cohesive

(19.7-20') SILTY CLAY, firm, light greenish gray, moist, low plasticity, cohesiveEnd of boring

USCS

ML

SW/GW

ML

CL

REMARKS

Light organic matter present

Moderate odorNo product sheen

Wet at 9' bgs

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

06-S

B.bor


Total Borehole Depth: 10' bgs.Boring terminated at 10' bgs due to water and piezometer installation.


Date : 9/13/17Weather : Rainy, 70s


Depth

(ft.)

0

5

10

% Re

cove

ry

30

50

PID R

eadin

g (PP

M)

-

-

-

1.0

0.1

-

-

0.1

0.4

2.5

Samp

le No

/Inter

val

B14-006-SB-1

B14-006-SB-5

DESCRIPTION

(0-2.5') CLAYEY SAND, medium dense, reddish brown, moist, non plastic, non cohesive

(2.5-6') CLAYEY SILT with trace SAND, very soft to soft, black and brown, very moist, low plasticity, cohesive

(6-9.5') GRAVEL with SILT and SAND, loose, black, wet, non plastic, non cohesive

(9.5-10') CLAY, soft, grayish green with black streaks, very moist, low plasticity, cohesiveEnd of boring

USCS

SC

ML

GW-GM

CL

REMARKS

Moderate organic matter present

Light product sheen from 7.5-9.5' bgs

Wet at 7.5' bgs

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

07-S

B.bor


Total Borehole Depth: 15' bgs.Boring terminated at 15' bgs due to rig stuck.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : M. ReplogleChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Mike GarvineDrilling Equipment : Geoprobe 7822DT

Date : 9/7/17Weather : Sunny, 70s


Depth

(ft.)

0

5

10

15

% Re

cove

ry

30

20

20

PID R

eadin

g (PP

M)

-

-

-

-

0.0

-

-

47.7

-

11.0

-

-

-

3.0

7.4

Samp

le No

/Inter

val

B14-007-SB-1

B14-007-SB-8

B14-007-SB-10

DESCRIPTION

(0-1') ORGANIC SILT, brown, wet

(1-5') SILTY CLAY, soft with some firm lenses, black, very moist, low plasticity, cohesive

(5-15') CLAY, soft to very soft, dark gray with black staining, very moist, low plasticity, cohesive

End of boring

USCS

OL

OL

CL

REMARKS

Odor present in black stained soil

No groundwater encountered

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

08-S

B.bor


Total Borehole Depth: 35' bgs.Boring terminated at 35' bgs due to attempt to install shallow groundwater piezometer.No shallow water bearing zones present.




Depth

(ft.)

0

5

10

15

20

25

30

35

% Re

cove

ry

50

100

60

50

60

60

60

PID R

eadin

g (PP

M)

--

0.00.10.00.52.34.0

12.03.1--

0.52.61.7---

0.00.7---------------

Samp

le No

/Inter

val

B14-008-SB-1

B14-008-SB-9B14-008-SB-10

DESCRIPTION

(0-0.6') ORGANIC SILT, soft, reddish brown, moist, non plastic, non cohesive(0.6-24') SILTY CLAY with SAND grading to CLAY with intermittent black and wet CLAYEY SAND lenses, firm to very firm, reddish brown and very dark gray, moist to very moist, low plasticity, cohesive

(24-35') CLAY, firm, light greenish gray, moist, low plasticity, low cohesion

End of boring

USCS

OL

CL

CL

REMARKS

No water encountered

Moderate waste-like odor in CLAYEY SAND lenses

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

09-S

B.bor


Total Borehole Depth: 5' bgs.Boring terminated at 5' bgs due to maximum hand auger depth.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : L. PerrinChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Ryan SitesDrilling Equipment : Hand Auger



Depth

(ft.)

0

5

% Re

cove

ry

100

PID R

eadin

g (PP

M)

9.1

-

-

-

0.0

Samp

le No

/Inter

val

B14-009-SB-1

B14-009-SB-5

DESCRIPTION

(0-3.5') CLAYEY SAND and GRAVEL, soft, brownish red, wet, non plastic, non cohesive

(3.5-5') SILTY CLAY with some SAND and GRAVEL, firm, brownish red, wet, non plastic, non cohesive

End of boring

USCS

SC/GC

CL

REMARKS

Heavy organic matter

Wet at 3" bgs- possible stormwater or groundwater

12-05

-2017

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tics G

roup\1

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G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

10-S

B.bor






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

68

60

40

50

0

PID R

eadin

g (PP

M)

-

1.0

1.0

4.1

0.6

-

0.9

28.0

1.3

-

-

-

-

-

-

-

-

-

-

-

Samp

le No

/Inter

val

B14-010-SB-1

B14-010-SB-5

DESCRIPTION

(0-1.5') SILTY SAND, loose, brown, dry, non plastic, non cohesive

(1.5-5.5') SLAG GRAVEL, fine to coarse, with SAND, medium dense to dense, gray and grayish brown, dry, non plasticity, non cohesive; with CLAY from 3.5-4' bgs

(5.5-9.5') BRICK and SLAG GRAVEL with SILT, reddish brown, dry then wet at 7' bgs, non plastic, non cohesive

(9.5-20') SLAG GRAVEL with some SILT, black, wet, non plastic, non cohesive

(20-22') No recovery

End of boring

USCS

SM

GW

GW-GM

GP

REMARKS

Trace organic matter present

Trace large metallic SLAG

Moderate sheen, no odor (9.5-20' bgs)

Wet at 7' bgs

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

11-S

B.bor






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

60

100

100

100

PID R

eadin

g (PP

M)

-

0.5

0.0

0.1

0.1

0.0

0.0

0.0

0.2

0.3

0.0

0.0

0.0

0.5

1.5

-

-

-

-

-

Samp

le No

/Inter

val

B14-011-SB-1

B14-011-SB-5

B14-011-SB-10

DESCRIPTION

(0-3') ORGANIC SILT, soft, reddish brown, moist, non plastic, non cohesive

(3-4') ORGANIC SILTY SAND, loose, reddish brown, moist, non plastic, non cohesive(4-15') CLAY with some SAND from 4-7' bgs, dense grading to soft, gray then black from 14-15' bgs, moist, low plasticity, cohesive

(15-17') SILTY CLAY, very soft, brownish black, wet, low plasticity, cohesive

(17-20') CLAY, dense to soft, gray, moist, low plasticity, cohesive

End of boring

USCS

ML

SM

CL

CL

CL

REMARKS

Petroleum-like odor in black water

Wet at 15' bgsOily black water present from 15-17' bgs

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

12-S

B.bor






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

82

80

60

20

PID R

eadin

g (PP

M)

-

0.0

0.0

0.0

0.0

-

0.2

1.8

53.6

215.2

-

-

-

22.8

14.2

-

-

-

-

25.5

Samp

le No

/Inter

val

B14-012-SB-1

B14-012-SB-9

B14-012-SB-10

DESCRIPTION

(0-1.1') ORGANIC SILT, soft, dark brown, moist to dry, non plastic, non cohesive(1.1-2') SANDY CLAY, dense, dark brownish red, dry, low plasticity, cohesive(2-2.7') SAND, fine grained, with CLAY, dense, dark reddish brown, dry, non plastic, non cohesive(2.7-9') SILTY CLAY, dense grading to soft, brownish red with trace dark grayish brown, dry then very moist at 6' bgs, low plasticity, cohesive

(9-10') SILTY CLAY, firm, dark brownish gray, very moist, low plasticity, cohesive

(11.5-17') SAND, fine to medium grained, medium dense, gray, wet, non plastic, non cohesive

(17-20') SILTY CLAY, soft, black, very moist, low plasticity, cohesive

End of boring

USCS

OL

CLSP

CL

CL

SW

CL

REMARKS

Sludge-like odor 8-15' bgs

Wet at 11.5' bgs

01-03

-2018

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

13-S

B.bor






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

70

100

60

70

PID R

eadin

g (PP

M)

-

1.0

0.2

0.3

0.0

1.5

2.1

10.6

28.7

18.8

-

-

3.3

2.3

0.8

-

-

1.9

1.7

2.0

Samp

le No

/Inter

val

B14-013-SB-1

B14-013-SB-9

B14-013-SB-10

DESCRIPTION

(0-1') ORGANIC SILT, loose, brown, dry, non plastic, non cohesive(1-3') CLAYEY SILT with GRAVEL, firm, dark reddish grayish brown, moist, low plasticity

(3-8') SILTY CLAY with trace GRAVEL, firm to soft, dark reddish grayish brown, moist to very moist, low plasticity, cohesive

(8-10') CLAY, medium firm, dark gray, moist, medium plasticity, cohesive

(10-16.5') CLAY with some SAND, medium soft, dark grayish black, very moist, medium plasticty, cohesive

(16.5-17') SILTY SAND, loose, black, wet, non plastic, non cohesive(16.8-18') CLAY, soft, black, wet, low plasticity, cohesive(18-18.5') SAND, loose, black, wet, non plastic, non cohesive(18.5-20') CLAY, soft, black, wet, medium plasticity, cohesiveEnd of boring

USCS

OL

ML

CL

CL

CL

SMCLSP

CL

REMARKS

Clay breaks on flat planes into cubes

Wet at 16.' bgsBlack oily water present in black water

Petroleum-like odor in black water

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

14-S

B.bor


Total Borehole Depth: 5' bgs.Boring terminated at 5' bgs due to maximum hand auger depth.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : L. PerrinChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Mike GarvineDrilling Equipment : Hand Auger



Depth

(ft.)

0

5

% Re

cove

ry

100

PID R

eadin

g (PP

M)

6.7

-

-

-

6.5

Samp

le No

/Inter

val

B14-0014-SB-1

B14-014-SB-5

DESCRIPTION

(0-1') SAND with SILT, dense, medium brown, dry, non plastic, non cohesive

(1-2') CLAYEY SILT, firm, reddish brown, moist, low plasticity, cohesive

(2-2.5') SILTY SAND, very fine to fine, medium dense, black, dry, non plastic, non cohesive

(2.5-5') SILTY CLAY with trace SAND, very firm, reddish brown, dry to moist, low plasticity, cohesive

End of boring

USCS

SW-SM

ML

SM

CL

REMARKS

Moderate organic matter

Some metallic grains present from 2-2.5' bgs


01-03

-2018

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

15-S

B.bor


Total Borehole Depth: 30' bgs.Boring terminated at 30' due to water and piezometer installation.




Depth

(ft.)

0

5

10

15

20

25

30

% Re

cove

ry

62

72

20

4

40

60

PID R

eadin

g (PP

M)

--

0.00.00.0-

0.00.00.70.0----

0.0---------------

Samp

le No

/Inter

val

B14-015-SB-1

B14-015-SB-5

B14-015-SB-10

DESCRIPTION

(0-1.5') SLAG GRAVEL, fine, loose, reddish brown, moist, non plastic, non cohesive(1.5-8') CLAY with SILT, firm to very firm, reddish brown, moist, low plasticity, cohesive

(8-14.5') CLAYEY SAND with large BRICK COBBLES, medium dense, reddish brown with yellow and gray, moist, non plastic, non cohesive

(14.5-16') SILTY CLAY, soft, gray with black streaks, very moist, low plasticity, cohesive(16-24.2') SILTY SAND, medium dense, dark brown and very dark gray, wet, non plasticity, non cohesive

(24.2-28') CLAY, soft, dark gray, very moist, low plasticity, cohesive

(28-30') CLAY, firm, grayish green with black streaks, moist, low plasticity, cohesiveEnd of boring

USCS

GP

CL

SC

CL

CL

CL

CL

REMARKS

Clay breaks on flat planes into cubes

Moderate sheen with trace petroleum-like product with moderate odor

Possible saturated product present from 24.2-28' bgs

Wet at 19.2' bgs

12-05

-2017

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tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

16-S

B.bor






Depth

(ft.)

0

5

10

15

% Re

cove

ry

28

70

40

PID R

eadin

g (PP

M)

-

-

-

0.1

1.5

-

-

1.3

0.1

0.1

-

-

-

0.0

0.0

Samp

le No

/Inter

val

B14-016-SB-1

B14-016-SB-10

B14-016-SB-7.5

DESCRIPTION

(0-2') SAND with SILT, medium dense, brown, dry, non plastic, non cohesive

(2-5.5') SAND, very fine to very coarse, with coarse BRICK GRAVEL, meidum dense, brown and yellow with trace gray, dry, non plastic, non cohesive

(5-9') Non-native SAND, with some fine GRAVEL, and with large coarse GRAVEL from 6-7' bgs, medium dense, fine to coarse grained, brown and light brown with trace yellow, dry then moist at 8' bgs

(9-11') SAND, medium to very coarse with fine to coarse GRAVEL with some fine metallic grains, medium dense to loose, moist, non plastic, non cohesive

(11-14.8') SAND with fine BRICK GRAVEL and SILT, fine to medium grained, medium dense, brown, yellow, and grayish brown, wet, non plastic, non cohesive

(14.8-15') SANDY CLAY, firm, reddish brown, very moist, low plasticity, cohesiveEnd of boring

USCS

SW-SM

SW-SM

SW

SW/GW

SW/GW

CL

REMARKS

Organic matter present

Wet at 13' bgs

12-05

-2017

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Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

17-S

B.bor






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

74

72

40

30

PID R

eadin

g (PP

M)

-

0.3

0.9

13.9

1.6

-

7.2

7.5

0.7

1.3

-

-

-

-

-

-

-

-

-

-

Samp

le No

/Inter

val

B14-017-SB-1

B14-017-SB-4

B14-017-SB-10

DESCRIPTION

(0-1') SILTY SAND with some SLAG GRAVEL, loose, brown with gray, dry, non plastic, non cohesive(1-14.5') SLAG GRAVEL, fine to coarse, with SAND, medium dense to dense, gray and reddish brown, dry then moist from 4-9.5' bgs, moist at 9.5' bgs, wet at 14' bgs

(14.5-19.5') SLAG GRAVEL, fine, with SILT, loose, black and gray, wet, non plastic, non cohesive

(19.5-20') CLAY, soft, brownish gray and black, very moist, low plasticity, cohesiveEnd of boring

USCS

SM

GW

GP

CL

REMARKS

Wet at 14' bgs

Very small trace sheen, no odor from 14.5-15' bgs, light sheen 18-19.5' bgs

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

18-S

B.bor






Depth

(ft.)

0

5

10

% Re

cove

ry

90

94

PID R

eadin

g (PP

M)

-

1.6

1.5

2.9

0.9

0.7

2.9

2.9

3.1

2.9

Samp

le No

/Inter

val

B14-018-SB-1

B14-018-SB-5

DESCRIPTION

(0-1') SILTY SAND with some GRAVEL, medium dense, brown, moist, non plastic, non cohesive

(1-2') CONCRETE, light gray, dry, non plastic, non cohesive

(2-9.5') SAND and GRAVEL with some SILT, medium dense, brown, dry, then moist at 8' bgs, then wet at 9' bgs, non plastic, non cohesive

(9.5-10') Non-native SAND with CLAY, medium dense, brown and greenish gray, wet, non plastic, non cohesiveEnd of boring

USCS

SM

NA

SW/GW

SW/CL

REMARKS

Wet at 9.5' bgs

Light organic matter present

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

19-S

B.bor


Total Borehole Depth: 8' bgs.Boring terminated at 8' bgs due to refusal.




Depth

(ft.)

0

5

10

% Re

cove

ry

78

58

PID R

eadin

g (PP

M)

-

1.3

63.7

69.6

2.1

37.0

7.9

6.8

Samp

le No

/Inter

val

B14-019-SB-1

B14-019-SB-4

DESCRIPTION

(0-1') SILTY SAND with SLAG GRAVEL, loose to medium dense, reddish brown, moist, non plastic, non cohesive

(1-8') SLAG SAND and GRAVEL with trace SILT, medium dense, light brown, gray, and dark gray, dry to moist, non plastic, non cohesive

End of boring

USCS

SM

SW/GW

REMARKS


12-20

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

20-S

B.bor


Total Borehole Depth: 2' bgs.Boring terminated at 2' bgs due to hand auger refusal.

Depth

(ft.)

0

5

% Re

cove

ry

100

PID R

eadin

g (PP

M)

0.0

0.0

Samp

le No

/Inter

val

B14-020-SB-1

DESCRIPTION

USCS REMARKS


Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : M. ReplogleChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Mike GarvineDrilling Equipment : Hand Auger



(0-1') SANDY SILT TOPSOIL with some SILT and GRAVEL, loose, brown, dry, non plastic, non cohesive

(1-2') SLAG SAND and GRAVEL, loose, brown and gray, dry, non plastic, non cohesive

End of boring

ML

SW/GW

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

21-S

B.bor






Depth

(ft.)

0

5

10

15

% Re

cove

ry

50

60

100

PID R

eadin

g (PP

M)

-

-

0.2

0.4

0.3

-

-

8.0

1.2

1.3

-

7.4

11.7

2.3

1.3

Samp

le No

/Inter

val

B14-021-SB-1

B14-021-SB-9

DESCRIPTION

(0-5') SANDY SILT, soft to firm, reddish brown to brownish black, moist, non plastic, non cohesive

(5-7') CLAY, soft, gray, very moist, low plasticity, cohesive

(7-13') SAND, loose, black, very moist to wet, non plastic, non cohesive

(13-15') CLAY, medium firm, very moist, low plasticity, cohesive

End of boring

USCS

ML

CL

SP

CL

REMARKS

Organic matter present

Wet at 9' bgsBlack, oily water with petroleum-like odor

Dark amber product from 9-10' bgs

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

22-S

B.bor






Depth

(ft.)

0

5

10

15

% Re

cove

ry

40

70

100

PID R

eadin

g (PP

M)

-

-

0.0

0.0

0.0

-

-

-

-

-

-

-

-

-

-

Samp

le No

/Inter

val

B14-022-SB-1

B14-022-SB-7.5

DESCRIPTION

(0-3') SILT with some SAND, firm, dark brown, moist, low plasticity, non cohesive

(3-6') SAND with some SILT, loose, light brown, dry, non plastic non cohesive

(6-7.5') CLAY, very firm to soft, dark grayish brown, moist to very moist, low plasticity, cohesive

(7.5-11') SAND, loose, black, wet, non plastic, non cohesive

(11-15') CLAY, soft, black, wet, low plasticity, cohesive

End of boring

USCS

ML

SW

CL

SP

CL

REMARKS

Wet at 7.5' bgsBlack, oily water with petroleum-like odor

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

23-S

B.bor


Total Borehole Depth: 1.6' bgs.Boring terminated at 1.6' bgs due to hand auger refusal.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : L. PerrinChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Brad ToribioDrilling Equipment : Hand auger



Depth

(ft.)

0

5

% Re

cove

ry

100

PID R

eadin

g (PP

M)

0.0

0.0

Samp

le No

/Inter

val

B14-023-SB-1

DESCRIPTION

(0-1.6') Non-native SAND with some SLAG GRAVEL and trace SILT, medium dense, brown, dry, non plastic, non cohesive

End of boring

USCS

SW/GW

REMARKS


12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

24-S

B.bor


Total Borehole Depth: 1.5' bgs.Boring terminated at 1.5' bgs due to hand auger refusal.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : L. PerrinChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Ryan SitesDrilling Equipment : Hand auger



Depth

(ft.)

0

5

% Re

cove

ry

100

PID R

eadin

g (PP

M)

0.8

0.5

Samp

le No

/Inter

val

B14-024-SB-1

DESCRIPTION

(0-1.5') SAND and SLAG GRAVEL, medium dense, brown and grayish brown, dry, non plastic non cohesive

End of boring

USCS

SW/GW

REMARKS


12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

25-S

B.bor






Depth

(ft.)

0

5

10

% Re

cove

ry

60

42

PID R

eadin

g (PP

M)

-

-

0.8

0.7

2.7

-

-

0.9

1.0

0.2

Samp

le No

/Inter

val

B14-025-SB-1

B14-025-SB-5

DESCRIPTION

(0-8.7') SLAG GRAVEL and SAND, gray and grayish brown, dry, non plastic, non cohesive

(8.7-9.2') BRICK GRAVEL, medium dense, red, dry, non plastic, non cohesive(9.2-10') SAND, medium dense, brown and yellow, wet, non plastic, non cohesive

End of boring

USCS

SW/GW

GP

NA

REMARKS

Wet at 9.2' bgsAbundant WOOD fragments

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

26-S

B.bor






Depth

(ft.)

0

5

10

% Re

cove

ry

92

60

PID R

eadin

g (PP

M)

0.2

2.0

0.2

0.2

0.1

-

-

2.6

3.9

3.6

Samp

le No

/Inter

val

B14-026-SB-1

B14-026-SB-8.5

DESCRIPTION

(0-0.6') ORGANIC SILT, soft, dry, brown, non plastic, non cohesive(0.6-3.5') SAND with SILT, fine to medium, medium dense to dense, light brown and brown, dry, non plastic, non cohesive

(3.5-4') CLAY, hard, reddish yellow and light brownish gray, dry, low plasticity, cohesive(4-8.5') SANDY SILT with trace BRICK GRAVEL from 4-5' bgs, very firm, black with trace red, moist, non plastic, non cohesive

(8.5-9.8') CLAYEY SAND, dark brownish red, wet, non plastic, non cohesive

(9.8-10') CONCRETE GRAVEL, medium dense, very pale brown and brown, wet, non plastic, non cohesiveEnd of boring

USCS

OL

SW-SM

CL

ML

SC

NA

REMARKS

WOOD fragments with creosote-like odor present from 7-9.8' bgs

Wet at 8.5' bgs

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

27-S

B.bor


Total Borehole Depth: 20' bgs.Boring terminated at 20' bgs due to maximum allowable depth.




Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

80

18

0.4

50

PID R

eadin

g (PP

M)

-0.2

0.2

2.9

0.1

-

-

-

-

0.0

-

-

-

-

2.7

-

-

0.2

0.0

0.0

Samp

le No

/Inter

val

B14-027-SB-1

B14-027-SB-5

B14-027-SB-10

DESCRIPTION

(0-1') SAND, very fine to medium, with CLAY and fine GRAVEL, medium dense, reddish yellow and light brown, moist, non plastic, non cohesive,(1-2') SANDY CLAY with some GRAVEL, very firm to hard, dry to moist, light brown with trace gray and yellow, low plasticity, cohesive(2-2.8') SAND with some GRAVEL, fine to coarse, medium dense, brown with gray, moist, non plastic, non cohesive(2.8-3.7') CLAY, hard, very pale brown, moist, low plasticity, cohesive(3.7-4.5') SAND with CLAY and GRAVEL, dense, very pale brown, very moist, non plastic, non cohesive(4.5-7.5') CLAY, hard, very pale brown, moist, low plasticity, cohesive

(7.5-9') SAND and BRICK GRAVEL with CLAY, medium dense, brown with trace yellow and red, very moist, non plastic, non cohesive(9-14.3') SANDY CLAY with GRAVEL, firm, brown with trace red, very moist, low plasticity, cohesive

(14.3-17.7') SILTY CLAY, soft, black, very moist, low plasticity, cohesive

(17.7-20') CLAY with trace SAND from 19.8-20' bgs, hard, very pale brown, dry to moist, low plasticity, cohesive

End of boring

USCS

SW-SC

CLSW/GW

CLSW-SC

CL

SW-SC

CL

CL

CL

REMARKS


12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

28-S

B.bor


Total Borehole Depth: 28' bgs.Boring terminated at 28' bgs due to refusal and piezometer installation.




Depth

(ft.)

0

5

10

15

20

25

30

% Re

cove

ry

80

100

90

80

40

100

PID R

eadin

g (PP

M)

-1.7

5.16.01.83.17.6

20.510.94.1-

7.311.12.14.2----------

Samp

le No

/Inter

val

B14-028-SB-1

B14-028-SB-8

B14-028-SB-10

DESCRIPTION

(0-3.8') SILTY SAND, brown, and SLAG SAND and GRAVEL, gray, loose, dry, non plastic, non cohesive

(3.8-6') WEATHERED SANDSTONE, GRAVEL and COBBLE-sized, light yellowish brown to reddish yellow at 5.5' bgs, dry(6-7') SLAG SAND and GRAVEL, loose, dark gray, dry, non plastic, non cohesive(7-9.5') GRAVELLY CLAY with some SLAG GRAVEL, firm, gray and reddish yellow mottling, moist, medium plasticity, cohesive(9.5-15.5') SLAG SAND and GRAVEL, loose, dark gray, with some WEATHERED SANDSTONE pockets, SAND-sized, light yellowish brown, dry, non plastic, non cohesive

(15.5-17') SAND and GRAVEL with some SLAG, loose, dark gray, dry, non plastic, non cohesive(17-18') SAND, loose, brown, moist then wet at 17.5' bgs, non plastic, non cohesive(18-19') SLAG SAND and GRAVEL, medium dense, dark gray, wet, non plastic, non cohesive(19-21.5') SLAG GRAVEL with SAND, medium dense, black, wet, non plastic, non cohesive(21.5-23.5') SILTY SAND, medium dense, black, wet, non plastic, non cohesive

(23.5-28') SANDY GRAVEL SLAG with BRICK GRAVEL chunk at 25' bgs, medium dense, black, wet, non plastic, non cohesive

End of boring

USCS

SM

GW

SW/GW

CL

SW/GW

SW/GWSW/GWSW/GW

SW/GW

SM

SW/GW

REMARKS

Wet at 17.5' bgs

Petroleum type odor, very oily feel, heavy sheen, black product from 19-28' bgs

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

29-S

B.bor






Depth

(ft.)

0

5

10

15

% Re

cove

ry

50

60

10

PID R

eadin

g (PP

M)

-

-

0.8

7.3

2.4

-

3.0

2.4

1.6

2.0

-

-

-

-

-

Samp

le No

/Inter

val

B14-029-SB-1

B14-029-SB-5

B14-029-SB-10

DESCRIPTION

(0-1.5') SILTY SAND, loose, brown, dry, non plastic, non cohesive

(1.5-12') GRAVELLY SAND with some shiny large GRAVEL, medium dense, alternating 1 to 3-inch layers of dark gray, yellowish brown, light gray, and brown, non plastic, non cohesive

(12-15') SAND, loose, dark grayish brown, wet, non plastic, non cohesive

End of boring

USCS

SM

SW/GW

SW

REMARKS

Wet at 14.5' bgs

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

30-S

B.bor






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

100

50

70

80

10

PID R

eadin

g (PP

M)

16.0

30.3

76.0

15.4

-

-

24.2

5.3

6.7

34.3

-

-

-

-

-

-

-

-

-

-

Samp

le No

/Inter

val

B14-030-SB-1

B14-030-SB-6

B14-030-SB-10

DESCRIPTION

(0-0.5') SILTY TOPSOIL, loose, brown, moist, non plastic, non cohesive(0.5-4.7') SLAG SAND and GRAVEL, loose, brownish gray then black at 2.2' bgs, dry, non plastic, non cohesive

(4.7-9') SAND with trace GRAVEL, medium dense, light yellowish brown, dry, non plastic, non cohesive, with 6-inch black SANDY SLAG layer from 8-8.5' bgs

(9-18') CLAY, very firm to medium firm at 14' bgs, yellow to gray at 10' bgs, moist, low plasticity, cohesive

(18-20') CLAY with some SAND from 19.5-20' bgs, medium firm, gray CLAY and reddish yellow SAND, moist but wet at 19.5' bgs, low plasticity, cohesive

End of boring

USCS

ML

SW/GW

SW

CL

CL

REMARKS

Petroleum-like odor from 2.2-4' bgs, 8-8.5' bgs, 14-15' bgs

Wet at 19.5' bgs

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

31-S

B.bor






Depth

(ft.)

0

5

10

% Re

cove

ry

80

78

PID R

eadin

g (PP

M)

-

6.7

29.8

0.6

3.4

-

11.3

7.7

0.0

0.0

Samp

le No

/Inter

val

B14-031-SB-1

B14-031-SB-7

DESCRIPTION

(0-1') SANDY SILT, firm, brown, moist, low plasticity, cohesive

(1-8.5') SAND, fine to very coarse, and GRAVEL, fine to coarse, with yellow BRICK COBBLES from 7-7.5' bgs, and trace CLAY lenses, medium dense to dense, brown, dry then wet at 8' bgs, non plastic, non cohesive

(8.5-10') SLAG, fine GRAVEL and medium to very coarse SAND-sized, medium dense to dense, light gray and light brownish gray, wet, non-plastic, non cohesive

End of boring

USCS

ML

SW/GW

GP/SW

REMARKS

Wet at 8' bgs

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

32-S

B.bor






Depth

(ft.)

0

5

10

% Re

cove

ry

62

90

PID R

eadin

g (PP

M)

-

-

8.9

10.7

0.9

0.0

0.0

10.5

15.4

3.7

Samp

le No

/Inter

val

B14-032-SB-1

B14-032-SB-8.5

DESCRIPTION

(0-5.5') SAND, fine to medium, with some SLAG and BRICK GRAVEL with trace SILT, loose to medium dense, brown, dry, non plastic, non cohesive

(5.5-7.7') SLAG, SAND and fine GRAVEL, medium dense to dense, light brownish gray, dry to moist, non plastic, non cohesive

(7.7-8.5') CLAY, very firm, brown, moist, low plasticity, cohesive

(8.5-8.7') BRICK GRAVEL, dense, yellow, dry to moist, non plastic, non cohesive(8.7-10') SLAG GRAVEL, fine, with SAND, medium dense, brown, wet, non plastic, non cohesive

End of boring

USCS

SW

SW/GP

CL

GP

GP

REMARKS

Wet at 8.5' bgs

12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

33-S

B.bor


Total Borehole Depth: 2' bgs.Boring terminated at 2' bgs due to hand auger refusal.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : L. PerrinChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : Brad ToribioDrilling Equipment : hand auger



Depth

(ft.)

0

5

% Re

cove

ry

100

PID R

eadin

g (PP

M)

1.8

0.5

Samp

le No

/Inter

val

B14-033-SB-1

DESCRIPTION

(0-1') SILTY SAND, medium dense, light brown grading to brown, dry, non plastic, non cohesive

(1-2') SAND with SLAG GRAVEL, medium dense, dark grayish brown, dry to moist, non plastic, non cohesive

End of boringUS

CS

SM

SW/GW

REMARKS

Light organic matter


12-05

-2017

P:\E

nviro

Analy

tics G

roup\1

5030

0M EA

G_Sp

arrow

s Poin

t Area

B\Do

cume

nts\Pa

rcel B

14\Bo

ring L

ogs\2

_bor\

B14-0

34-S

B.bor






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

49

80

84

70

PID R

eadin

g (PP

M)

-

-

0.0

0.0

0.0

-

6.4

5.3

18.3

2.7

-

-

-

-

-

-

-

-

-

-

Samp

le No

/Inter

val

B14-034-SB-1

B14-034-SB-5

DESCRIPTION

(0-4') SILTY SAND, medium dense to dense, dark yellowish brown, dry, non plastic, non cohesive

(4-5.5') CLAY, hard, brownish gray, strong brown, and yellowish red, dry, low plasticity, cohesive

(5.5-8.5') SLAG and BRICK, fine GRAVEL to very coarse SAND-sized, dark brown, strong brown, and yellow, wet, non plastic, non cohesive

(8.5-14.5') CLAY, firm to soft, light gray, moist, low plasticity, cohesive

(14.5-20') SLAG, SAND and GRAVEL, dense, very dark brown, wet, non plastic, non cohesive

End of boring

USCS

SM

CL

GW/SW

CL

SW/GW

REMARKS

Moderate organics present

Wet at 6' bgs



Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : M. Replogle, E.I.T.Checked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : R. SitesDrilling Equipment : Geoprobe 7822DT



Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

34

44

40

70

PID R

eadin

g (PP

M)

-

-

-

11.4

4.7

-

-

-

-

0.4

-

-

-

-

-

-

-

-

-

-

Samp

le No

/Inter

val

DESCRIPTION

(0-4') SAND with some GRAVEL, loose, brown, dry, no plasticity, no cohesion

(4-18.5') SLAG GRAVEL with some SAND-sized, medium dense, dark grey and brown but black at 9.5' bgs, wet at 7.5' bgs, no plasticity, no cohesion

(18.5-20') CLAY, soft, moist, medium plasticity, cohesive

End of boring

USCS

SW

GW/SW

CL

REMARKS

Slight petroleum-like odor and slight sheen from 9.5-19' bgs

Wet at 7.5' bgs

NoSamplesCollected


Total Borehole Depth: 20' bgs.Boring terminated at 20' bgs due to piezometer installation.

Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : L. PerrinChecked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : R. SitesDrilling Equipment : Geoprobe 7822DT



Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

20

20

40

60

PID R

eadin

g (PP

M)

-

-

-

-

0.0

-

-

-

-

0.0

-

-

-

0.0

0.0

-

-

0.0

0.0

0.0

Samp

le No

/Inter

val

DESCRIPTION

(0-1') SILTY SAND, medium dense, reddish brown, moist, no plasticity, no cohesion(1-15') CLAY, soft, greenish gray, moist to very moist, low plasticity, cohesive

(15-20') Soils not logged

End of boring

USCS

SM

CL

CL

REMARKS


NoSamplesCollected






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

50

22

44

100

PID R

eadin

g (PP

M)

-

-

-

14.0

1.2

-

-

-

0.5

3.3

-

-

0.0

4.3

0.0

-

-

-

5.6

1.2

Samp

le No

/Inter

val

DESCRIPTION

(0-4.5') Non-native SAND with fine GRAVEL and SILT, medium dense, brown with trace yellow, dry, no plasticity, no cohesion

(4.5-15') BRICK and SLAG GRAVEL with SILT, medium dense to dense at 9.8' bgs, red to dark reddish brown at 9.8' bgs, dry but wet at 9.8' bgs, no plasticity, no cohesion

(15-19') CLAYEY SILT, soft, black, wet, low plasticity, cohesive

(19-19.5') SILTY CLAY, firm to soft, greenish gray and black mottling, very moist to moist, low plasticity, cohesive(19.5-20') SAND, fine to medium, with CLAY, medium dense, brownish gray with some black mottling, wet, no plasticity, no cohesionEnd of boring

USCS

SW/GP

GW-GM

ML

CLSW-SC

REMARKS

Wet at 9.5' bgsTrace sheen from 9.8-15' bgs

Strong petroleum-like odor with light sheen from 15-19' bgs, no visible product

NoSamplesCollected






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

20

24

50

52

PID R

eadin

g (PP

M)

-

-

-

-

0.6

-

-

-

-

0.2

-

-

-

24.7

4.1

-

-

0.0

0.6

1.2

Samp

le No

/Inter

val

DESCRIPTION

(0-13.5') SILTY CLAY with some SAND, firm to very firm, brownish red with trace black streaks from 12.5-13' bgs, moist, low plasticity, cohesive

(13.5-14.2') SAND, fine to medium, greenish gray and black, wet, no plasticity, no cohesion(14.2-17.5') SILTY CLAY, firm, black, very moist, low plasticity, cohesive

(17.5-20') CLAY, firm to very firm, greenish gray with some black streaks, moist, low plasticity, cohesive

End of boring

USCS

CL

SW

CL

CL

REMARKS

Moderate petroleum-like odor from 13.5-17.5' bgsTrace visible product at 14' bgs

Wet at 13.5' bgs

NoSamplesCollected






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

10

14

50

40

PID R

eadin

g (PP

M)

-

-

-

-

0.0

-

-

-

-

1.2

-

-

3.3

5.5

26.0

-

-

-

0.2

0.4

Samp

le No

/Inter

val

DESCRIPTION

(0-11') SILTY CLAY, firm, brownish red, moist, low plasticity, cohesive

(11-16') CLAYEY SILT with trace SAND, black, very moist, low plasticity, cohesive

(16-19.5') SAND, fine to medium, black and brownish gray, wet, no plasticity, no cohesion

(19.5-20') CLAY, soft, black, very moist, low plasticity, cohesiveEnd of boring

USCS

CL

ML

SW

CL

REMARKS

Moderate petroleum-like odor from 12.5-19.5' bgs, no visible product

Wet at 18' bgs

NoSamplesCollected






Depth

(ft.)

0

5

10

15

% Re

cove

ry

16

70

72

PID R

eadin

g (PP

M)

-

-

-

-

0.0

-

2.6

3.8

7.4

2.1

-

0.9

0.2

0.2

0.1

Samp

le No

/Inter

val

DESCRIPTION

(0-8.7') SANDY SILT grading to SAND with SILT, fine to medium, firm to soft then medium dense, reddish brown from 0-7.6' bgs, black from 7.6-8.7' bgs, moist to wet at 7.6' bgs, low plasticity and cohesive grading to no plasticity and no cohesion

(8.7-15') SILTY CLAY, soft, black to gray with trace black streaks at 13.7' bgs, very moist, low plasticity, cohesive

End of boring

USCS

ML-SW

CL

REMARKS

Moderate petroleum-like odor from 7.8-13' bgs, no visible product

Wet at 7.6' bgs

NoSamplesCollected






Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

40

10

20

76

PID R

eadin

g (PP

M)

-

-

-

0.7

0.5

-

-

-

-

13.1

-

-

-

-

2.8

-

0.6

0.4

0.0

0.0

Samp

le No

/Inter

val

DESCRIPTION

(0-9.8') SILT with some SAND, medium dense, brownish red, moist, low plasticity, cohesive

(9.8-18.3') SILT with trace SAND, soft, black, wet, low plasticity, cohesive

(18.3-20') CLAY, soft, greenish gray with trace black streaks, low plasticity, cohesive

End of boring

USCS

ML

ML

CL

REMARKS

Strong petroleum-like odor from 9.8-18' bgs

Light sheen from 16-18' bgs

Wet at 9.8' bgs

NoSamplesCollected






Depth

(ft.)

0

5

10

15

% Re

cove

ry

30

40

60

PID R

eadin

g (PP

M)

-

-

-

0.3

5.4

-

-

-

0.0

0.0

-

-

0.0

0.0

0.0

Samp

le No

/Inter

val

DESCRIPTION

(0-4') CLAYEY SILT with SAND, firm, reddish brown, dry to very moist, low plasticity, cohesive

(4-15') CLAY, soft, greenish gray, very moist, low plasticity, cohesive

End of boring

USCS

ML

CL

REMARKS

Pungent sewage-like odor from 8-10' bgs


NoSamplesCollected



Client : EnviroAnalytics GroupARM Project No. : 150300M-17-3Project Description : Sparrows Point - Parcel B14Site Location : Sparrows Point, MDARM Representative : M. Replogle, E.I.T.Checked by : L. GlumacDrilling Company : Allied Drilling Co.Driller : R. SitesDrilling Equipment : Geoprobe 7822DT



Depth

(ft.)

0

5

10

15

20

% Re

cove

ry

6

0

2

28

PID R

eadin

g (PP

M)

-

-

-

0.0

-

-

-

-

-

-

-

-

-

-

-

-

-

0.0

0.0

Samp

le No

/Inter

val

DESCRIPTION

(0-5') SILT, reddish brown, soft, dry to moist, no plasticity, no cohesion

(5-15') No recovery

(15-20') CLAY, soft, olive gray, moist, medium plasticity, cohesive

End of boring

USCS

ML

ML

REMARKS

Some organic material present


NoSamplesCollected

APPENDIX B

Piezometer Location Map and

Typical Construction Log

@?

@?

@?

@?

@?

@?

@?

@?

@A

@A @A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

@A

Parcel A1

Parcel A4

Parcel B23


Parcel B8 Parcel B14

Parcel B16

Parcel B6

B14-011-PZ

B14-012-PZ B14-013-PZ

B14-015-PZ

B14-008-PZ

B14-017-PZ

B14-010-PZ

B14-002-PZ

B14-006-PZ

B14-021-PZ

B14-028-PZ

B14-022-PZ

B14-034-PZ

B14-036-PZ

B14-042-PZ

B14-041-PZ

B14-040-PZ

B14-039-PZ

B14-038-PZ

B14-035-PZ

B14-037-PZ

B14-043-PZ

B14-007-PZ

HI02-PZM006

HI04-PZM006

HI07-PZM005

TM02-PZM009

TM04-PZM006

TM06-PZM008

TM08-PZM007

Well 2

Tradepoint Atlantic




Parcel B14 NAPL ObservationsGroundwater Screening Locations 6

Figure

February 1, 2018

0 200 400100Feetq

@? Permanent Well (No NAPL)

@A Piezometer (No NAPL)

@A Piezometer (Measureable NAPL)

@A Piezometer (Trace NAPL)


Parcel Boundary

Client: EnviroAnalytics GroupSite: Sparrows Point - Area B Parcel B14

Sparrows Point, MDARM Project No.: 150300M-17-3

Page 1 of 1

Total Depth: 20'Borehole Diameter: 2.25"Driller: Allied Drilling Co.Drilling Method: 7822DT Geoprobe

Depth

in Fe

et

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

Surf.

Elev.

DESCRIPTION

Riser Type: PVCRiser Diameter: 1"Riser Stickup: 3.0'Riser Amount: 5'

Screen Type: PVCScreen Diameter: 1"Screen Amount: 15'Slot Size: 0.010"

Sand Pack: Top: 3' bgs Bottom: 20' bgs Grain Size: WG #2

Bentonite Seal: Top: 0' (surface) Bottom: 3' bgs Grain Size: 3/8" chips

Bentonite seal

Sand Pack

1" PVC Riser

1" PVC Screen

TYPICAL LOG OF TEMPORARY NAPL SCREENING PIEZOMETER Installed in Parcel B14

APPENDIX C

NAPL Gauging Summary Tables

Table 1 NAPL Piezometer Construction Details and Product Thickness

Parcel B14Tradepoint Atlantic

Sparrows Point, Maryland

B14-002-PZ 9/14/2017 10 5-10 2.80 10/16/2017 0.01B14-006-PZ 9/13/2017 10 5-10 2.95 10/16/2017 0.02B14-007-PZ 11/16/2017 15 5-15 2.70 6/4/2018 0.68B14-008-PZ 11/15/2017 22 7-22 2.50 2/1/2018 traceB14-010-PZ 9/13/2017 20.58 5.58-20.58 3.52 NA NPB14-011-PZ 9/7/2017 20 10-20 1.00 10/11/2017 0.18B14-012-PZ 9/15/2017 20 10-20 3.05 10/10/2017 0.06B14-013-PZ 11/21/2017 20 5-20 2.90 6/4/2018 1.73B14-015-PZ 9/12/2017 25 5-25 2.25 NA NPB14-017-PZ 9/13/2017 17.68 7.68-17.68 2.25 NA NPB14-021-PZ 9/7/2017 15 5-15 0.97 10/11/2017 0.59B14-022-PZ 9/7/2017 15 5-15 0.80 9/7/2017 traceB14-028-PZ 9/11/2017 28 13-28 3.20 NA NPB14-034-PZ 11/21/2017 15 5-15 2.83 NA NPB14-035-PZ 11/16/2017 20 5-20 2.90 NA NPB14-036-PZ 11/22/2017 20 5-20 2.76 NA NPB14-037-PZ 11/14/2017 20 5-20 2.96 2/1/2018 0.12B14-038-PZ 11/14/2017 20 10-20 2.69 2/1/2018 4.90B14-039-PZ 11/14/2017 20 10-20 2.70 6/4/2018 2.33B14-040-PZ 11/22/2017 15 5-15 2.65 NA NPB14-041-PZ 11/14/2017 20 5-20 2.72 2/1/2018 2.50B14-042-PZ 11/21/2017 15 5-15 2.86 NA NPB14-043-PZ 11/16/2017 20 5-20 2.98 NA NP

NP: No ProductNA: Not Applicable

Maximum Accumulated

Product Thickness (feet)

Sample ID Installation Date

Well Total Depth

(feet bgs)

Screen Interval

(feet bgs)

RiserStick-

Up(feet)

Date of Maximum Accumulated

Product Thickness


NAPL Gauging ActivitiesParcel B14

Tradepoint AtlanticSparrows Point, Maryland

Depth to NAPL

(Feet TOC)

Depth to Water (Feet

TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)B14-002-PZ 9/14/2017 10 5-10 2.80 NA NA NA NA NA NA NA NA NAB14-006-PZ 9/13/2017 10 5-10 2.95 NA NA NA NA NA NA NA NA NAB14-007-PZ 11/16/2017 15 5-15 2.70 NA NA NA NA NA NA NA NA NAB14-008-PZ 11/15/2017 22 7-22 2.50 NA NA NA NA NA NA NA NA NAB14-010-PZ 9/13/2017 20.58 5.58-20.58 3.52 NA NA NA NA NA NA NA NA NAB14-011-PZ 9/7/2017 20 10-20 1.00 - 5.10 - - 5.69 - NM NM NMB14-012-PZ 9/15/2017 20 10-20 3.05 NA NA NA NA NA NA NA NA NAB14-013-PZ 11/21/2017 20 5-20 2.90 NA NA NA NA NA NA NA NA NAB14-015-PZ 9/12/2017 25 5-25 2.25 NA NA NA NA NA NA - 14.18 -B14-017-PZ 9/13/2017 17.68 7.68-17.68 2.25 NA NA NA NA NA NA NA NA NAB14-021-PZ 9/7/2017 15 5-15 0.97 - 3.80 - - 4.01 - NM NM NMB14-022-PZ 9/7/2017 15 5-15 0.80 trace 5.67 trace - 5.74 - NM NM NMB14-028-PZ 9/11/2017 28 13-28 3.20 NA NA NA - 16.30 - NM NM NMB14-034-PZ 11/21/2017 15 5-15 2.83 NA NA NA NA NA NA NA NA NAB14-035-PZ 11/16/2017 20 5-20 2.90 NA NA NA NA NA NA NA NA NAB14-036-PZ 11/22/2017 20 5-20 2.76 NA NA NA NA NA NA NA NA NAB14-037-PZ 11/14/2017 20 5-20 2.96 NA NA NA NA NA NA NA NA NAB14-038-PZ 11/14/2017 20 10-20 2.69 NA NA NA NA NA NA NA NA NAB14-039-PZ 11/14/2017 20 10-20 2.70 NA NA NA NA NA NA NA NA NAB14-040-PZ 11/22/2017 15 5-15 2.65 NA NA NA NA NA NA NA NA NAB14-041-PZ 11/14/2017 20 5-20 2.72 NA NA NA NA NA NA NA NA NAB14-042-PZ 11/21/2017 15 5-15 2.86 NA NA NA NA NA NA NA NA NAB14-043-PZ 11/16/2017 20 5-20 2.98 NA NA NA NA NA NA NA NA NA

NA = Not ApplicableNM = Not MeasuredSHADED = NAPL Detectionbgs = below ground surfaceTOC = Top of Casing

9/7/2017 9/11/2017 9/12/2017


Well Total Depth

(Feet bgs)

Screen Interval

(Feet bgs)

RiserStick-Up

(Feet)




B14-002-PZ 9/14/2017 10 5-10 2.80B14-006-PZ 9/13/2017 10 5-10 2.95B14-007-PZ 11/16/2017 15 5-15 2.70B14-008-PZ 11/15/2017 22 7-22 2.50B14-010-PZ 9/13/2017 20.58 5.58-20.58 3.52B14-011-PZ 9/7/2017 20 10-20 1.00B14-012-PZ 9/15/2017 20 10-20 3.05B14-013-PZ 11/21/2017 20 5-20 2.90B14-015-PZ 9/12/2017 25 5-25 2.25B14-017-PZ 9/13/2017 17.68 7.68-17.68 2.25B14-021-PZ 9/7/2017 15 5-15 0.97B14-022-PZ 9/7/2017 15 5-15 0.80B14-028-PZ 9/11/2017 28 13-28 3.20B14-034-PZ 11/21/2017 15 5-15 2.83B14-035-PZ 11/16/2017 20 5-20 2.90B14-036-PZ 11/22/2017 20 5-20 2.76B14-037-PZ 11/14/2017 20 5-20 2.96B14-038-PZ 11/14/2017 20 10-20 2.69B14-039-PZ 11/14/2017 20 10-20 2.70B14-040-PZ 11/22/2017 15 5-15 2.65B14-041-PZ 11/14/2017 20 5-20 2.72B14-042-PZ 11/21/2017 15 5-15 2.86B14-043-PZ 11/16/2017 20 5-20 2.98



Well Total Depth

(Feet bgs)

Screen Interval

(Feet bgs)

RiserStick-Up

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)NA NA NA - 11.88 - NM NM NM

- 3.61 - NM NM NM - 4.12 -NA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NA

- 11.02 - NM NM NM - 11.14 -NM NM NM NM NM NM NM NM NMNA NA NA NA NA NA - 9.26 -NA NA NA NA NA NA NA NA NANM NM NM - 14.06 - NM NM NM

- 12.63 - NM NM NM - 12.76 -NM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NM

- 16.29 - NM NM NM NM NM NMNA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NA

9/13/2017 9/14/2017 9/15/2017







Well Total Depth

(Feet bgs)

Screen Interval

(Feet bgs)

RiserStick-Up

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)- 4.45 - NM NM NM NM NM NM

NM NM NM NM NM NM NM NM NMNA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANM NM NM NM NM NM NM NM NMNM NM NM NM NM NM 6.85 7.03 0.18

- 9.16 - 10.11 10.17 0.06 trace 10.10 traceNA NA NA NA NA NA NA NA NANM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM 4.65 5.24 0.59NM NM NM NM NM NM - 6.82 -NM NM NM NM NM NM NM NM NMNA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NA

10/10/20179/18/2017 10/11/2017







Well Total Depth

(Feet bgs)

Screen Interval

(Feet bgs)

RiserStick-Up

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)4.71 4.72 0.01 NM NM NM NM NM NM4.58 4.60 0.02 NM NM NM NM NM NMNA NA NA NA NA NA NA NA NANA NA NA NA NA NA - 6.85 -

- 11.20 - NM NM NM NM NM NMNM NM NM NM NM NM NM NM NM

trace 10.12 trace NM NM NM NM NM NMNA NA NA NA NA NA NA NA NA

- 14.23 - NM NM NM NM NM NM- 12.79 - NM NM NM NM NM NM

NM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NM

- 16.40 - NM NM NM NM NM NMNA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NANA NA NA - 11.11 - NM NM NMNA NA NA - 18.99 - NM NM NMNA NA NA - 9.75 - NM NM NMNA NA NA NA NA NA NA NA NANA NA NA - 8.08 - NM NM NMNA NA NA NA NA NA NA NA NANA NA NA NA NA NA NA NA NA

11/14/201710/16/2017 11/15/2017







Well Total Depth

(Feet bgs)

Screen Interval

(Feet bgs)

RiserStick-Up

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)NM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NM

- 5.84 - NM NM NM - 5.90 -NM NM NM - 3.48 - NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNA NA NA NA NA NA NA NA NANM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNA NA NA NA NA NA NA NA NA

- 8.75 - NM NM NM - 8.68 -NA NA NA NA NA NA NA NA NA

- 10.90 - NM NM NM NM NM NM9.25 13.25 4.00 NM NM NM NM NM NM

- 9.28 - NM NM NM NM NM NMNA NA NA NA NA NA NA NA NA6.71 6.92 0.21 NM NM NM NM NM NMNA NA NA NA NA NA NA NA NA

- 6.53 - NM NM NM - 6.55 -

11/16/2017 11/17/2017 11/20/2017







Well Total Depth

(Feet bgs)

Screen Interval

(Feet bgs)

RiserStick-Up

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)NM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NM

- 7.60 - NM NM NM 7.85 8.01 0.16NM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NM

- 13.08 - NM NM NM - 10.74 -NM NM NM NM NM NM NM NM NMNA NA NA - 5.43 - NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNA NA NA - 8.68 - NM NM NMNM NM NM NM NM NM NM NM NM

- 15.05 - NM NM NM - 7.01 -NM NM NM NM NM NM NM NM NM

11/21/2017 11/28/201711/22/2017







Well Total Depth

(Feet bgs)

Screen Interval

(Feet bgs)

RiserStick-Up

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)NM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM 7.45 7.76 0.31 NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM - 11.11 - NM NM NMNM NM NM NM NM NM NM NM NM

- 5.60 - NM NM NM - 5.22 -NM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NMNM NM NM NM NM NM NM NM NM

- 8.73 - NM NM NM - 8.84 -NM NM NM NM NM NM NM NM NMNM NM NM - 7.03 - NM NM NMNM NM NM - 6.75 - NM NM NM

1/4/201812/21/201711/29/2017







Well Total Depth

(Feet bgs)

Screen Interval

(Feet bgs)

RiserStick-Up

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)

Depth to NAPL

(Feet TOC)


TOC)

NAPL Thickness

(Feet)NM NM NM NM NM NMNM NM NM - 10.34 -6.00 6.32 0.32 4.66 5.34 0.68trace 2.24 trace NM NM NMNM NM NM NM NM NMNM NM NM NM NM NMNM NM NM NM NM NMNM NM NM 6.02 7.75 1.73NM NM NM NM NM NMNM NM NM - 12.24 -NM NM NM NM NM NMNM NM NM NM NM NMNM NM NM NM NM NMNM NM NM NM NM NM

- 9.02 - - 8.02 -NM NM NM NM NM NM

11.90 12.02 0.12 - 9.92 -12.80 17.70 4.90 NM NM NM9.02 10.32 1.30 7.31 9.64 2.33NM NM NM NM NM NM6.60 9.10 2.50 NM NM NMNM NM NM NM NM NMNM NM NM NM NM NM

6/4/20182/1/2018


APPENDIX D

Geotechnical Boring Logs

Boring Location Plan 2 Legend

Boring

Feature 1

1000 ft

N

➤➤

N© 2018 Google

© 2018 Google

© 2018 Google

Project: S18032 Fitzell Substation In Situ

HILLIS-CARNES

Engineering Associates, Inc.

417 Maryland Avenue, Delmar, MD 21875

http://www.hcea.com

Total depth: 70.34 ft, Date: 3/8/2018

Surface Elevation: 8.00 ft


Coords: X:0.00, Y:0.00

Cone Type: NOVA U2

Cone Operator: R. Harman

CPT: Fitzell Project B-214

Location:

Norm. cone resistance

Qtn4003002001000

Depth

(ft

)

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Norm. cone resistance Norm. pore pressure ratio

Bq10 .80 .60.40.20-0.2

Depth

(ft

)

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Norm. pore pressure ratioNorm. friction ratio

Fr (%)1086420

Depth

(ft

)

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Norm. friction ratio SBTn Index

Ic4321

Depth

(ft

)70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

SBTn Index Norm. Soil Behaviour Type

SBTn (Robertson, 1990)181614121086420

Depth

(ft

)

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0Norm. Soil Behaviour Type

Sand & silty sandClay & silty clay

Sand & silty sandSilty sand & sandy silt

ClayOrganic soilClay & silty clay

Organic soil

Clay

Clay & silty clay

Silty sand & sandy silt

Silty sand & sandy siltOrganic soil

Clay

Clay & silty clay

Clay & silty clay

Sand & silty sandSand & silty sand

Sand & silty sand


Sand & silty sand


Sand & silty sand

Sand & silty sand


Silty sand & sandy siltSilty sand & sandy siltSand & silty sand


Sand & silty sand

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

CPeT-IT v.2.0.2.5 - CPTU data presentation & interpretation software - Report created on: 3/9/2018, 3:47:55 PM 97

Project file: C:\Users\fernando_garcia\Desktop\Fitzell Project\Fitzell Project CPT Analyses.cpt


HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:


Qtn4003002001000

Depth

(ft

)

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Norm. cone resistance Norm. Pore Pressure

U21086420-2

Depth

(ft

)

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Norm. Pore PressureNorm. friction ratio

Fr (%)1086420

Depth

(ft

)

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Norm. friction ratio Mod. SBTn I(B)

IB

10100

Depth

(ft

)70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Mod. SBTn I(B)

2232

Mod. Norm. SBTn

Mod. SBTn (Robertson 2016)181614121086420

Depth

(ft

)

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0Mod. Norm. SBTn

Sand-like - ContractiveClay-like - DilativeClay-like - ContractiveTransitional - Dilative

Clay-like - Contractive - Sensitive

Clay-like - Contractive - SensitiveClay-like - Contractive - Sensitive


Clay-like - Contractive

Clay-like - Contractive - SensitiveSand like - Dilative

Sand like - Dilative

Clay-like - Dilative



Transitional - Contractive



Sand-like - ContractiveSand-like - Contractive


Transitional - Dilative




Mod. SBTn legend

1. CCS: ClayLike - Contractive, Sensitive

2. CC: Clay-like - Contractive

3. CD: Clay-Like: Dilative

4. TC: Transitional - Contractive

5. TD: Transitional - Dilative

6. SC: Sand-like - Contractive

7. SD: Sand-like - Dilative




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Permeability

Ksbt (ft/s)1x10

-91x10

-61x10

-31x10

+0

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Permeability Young's modulus

Es (tsf)2 ,0001 ,0000

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Young's modulusSPT N60

N60 (blows/ft)50403020100

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

SPT N60 Relative density

Dr (%)100806040200

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Relative density

Calculation parameters

Relative desnisty constant, CDr: 350.0Permeability: Based on SBTn

SPT N60: Based on Ic and qt

Young’s modulus: Based on variable alpha using Ic (Robertson, 2009)

Phi: Based on Kulhawy & Mayne (1990)

User defined estimation data

Friction angle

φ (degrees)5045403530

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Friction angle




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Constrained Modulus

M(CPT) (tsf)2,0000

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Constrained Modulus Shear strength

Su (tsf)50

Depth

(ft

)

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2Su peak

Su remolded

Shear strengthShear modulus

Go (tsf)2,0000

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Shear modulus Undrained strength ratio

Su/σ',v43210

Depth

(ft

)

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Undrained strength ratio OCR

OCR20151050

Depth

(ft

)

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

OCR


Undrained shear strength cone factor for clays, Nkt: 14

OCR factor for clays, Nkt: 0.33

Go: Based on variable alpha using Ic (Robertson, 2009)

Constrained modulus: Based on variable alpha using Ic and Qtn (Robertson, 2009)


Flat Dilatometer Test data




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Shear Wave velocity

Vs (ft/s)1,0000

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Shear Wave velocity In-situ stress ratio

Ko32 .521.510.50

Depth

(ft

)

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

In-situ stress ratioState parameter

ψ0.10-0 .1-0 .2

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

State parameter Soil sensitivity

S1086420

Depth

(ft

)

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Soil sensitivity Effective friction angle

Peak φ (degrees)4035302520

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Effective friction angle


Soil Sensitivity factor, NS: 7.00





HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

CPTU

Borehole

Depth

(ft)(t50)0.50 t50

(s)

t50

(years)G/Su

ch

(ft2/s)

ch

(ft2/year)

T a bu l a r r e su l t s

Dissipation Tests Results

Dissipation tests consists of stopping the piezocone penetration and observing porepressures (u) with elapsed time (t).The data are automatic recorded by the field computer and should take place until a minimum of 50% dissipation. The porepressures are plotted as a function of square root of (t). The graphical technique suggested by Robertson andCampanella (1989), yields a value for t50, which corresponds to the time for 50% consolidation. The value of the coefficient of consolidation in the radial or horizontal direction ch was then calculated by Houlsby andTeh's (1988) theory using the following equation:

50

5.0

r2

ht

IrTc

××=

where: T: time factor given by Houlsby and Teh's (1988) theory corresponding to the porepressure positionr: piezocone radiusIr: stiffness index, equal to shear modulus G divided by the undrained strength of clay (Su).t50: time corresponding to 50% consolidation

Dissipation tests

Permeability estimates based on dissipation test

The dissipation of pore pressures during a CPTu dissipation test is controlled by the coefficient of consolidation in thehorizontal direction (ch) which is influenced by a combination of the soil permeability (kh) and compressibility (M), asdefined by the following:

/Mγck whh ×=

where: M is the 1-D constrained modulus and γw is the unit weight of water, in compatible units.

M

(tsf)

kh

(ft/s)

Fitzell Project

B-21435.37 33.7 1139 3.61E-005 704103.13 6.18E-004 19479 35.01 5.51E-007

102


CPeT-IT v.2.0.2.5 - CPTU data presentation & interpretation software - Report created on: 3/9/2018, 3:47:56 PM

This software is licensed to: Fernando Garcia CPT name: Fitzell Project B-214

Piezocone Dissipation Test: Fitzell Project B-214Depth: 35.37 (ft)

t^0.50 (s^0.50)605550454035302520151050

Pore

pre

ssure

u2 (

psi

)

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

433.749


u0 = 12.30 (psi)

u initial dissipation

assumed initial pore pressure, uiPore pressure

Pressure (psi)2000

Depth

(ft

)

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Legend

u2 penetration

Initial dissipation

End of dissipation (extrapolated)

Initial estimated at t=0

Pore pressure

103




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2


CPT: Fitzell Project B-215 offset

Location:

Norm. cone resistanceHAND AUGER

Qtn4003002001000

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. cone resistance Norm. pore pressure ratioHAND AUGER

Bq10 .80 .60.40.20-0.2

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. pore pressure ratioNorm. friction ratioHAND AUGER

Fr (%)1086420

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0


Ic4321

Depth

(ft

)85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

SBTn Index Norm. Soil Behaviour TypeHAND AUGER

SBTn (Robertson, 1990)181614121086420

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5


Sensitive fine grained




Clay & silty claySilty sand & sandy silt

Sensitive fine grainedClay & silty clayClay

ClaySilty sand & sandy silt

Sand & silty sand

Sand

Sand & silty sand


Sand & silty sand



Sand & silty sand



Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay & silty clay

Clay & silty clayClay & silty clay

SBTn legend


2. Organic material











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Norm. cone resistanceHAND AUGER

Qtn4003002001000

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. cone resistance Norm. Pore PressureHAND AUGER

U21086420-2

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. Pore PressureNorm. friction ratioHAND AUGER

Fr (%)1086420

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. friction ratio Mod. SBTn I(B)HAND AUGER

IB

10100

Depth

(ft

)85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Mod. SBTn I(B)

2232

Mod. Norm. SBTnHAND AUGER


Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0Mod. Norm. SBTn



Clay-like - Contractive - SensitiveTransitional - DilativeClay-like - Dilative

Clay-like - DilativeSand like - Dilative


Sand-like - Contractive






Sand like - DilativeTransitional - Dilative




Clay-like - Dilative


Mod. SBTn legend











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Permeability

Ksbt (ft/s)1x10

-91x10

-61x10

-31x10

+0

Depth

(ft

)

86

84

82

80

78

76

74

72

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20


Es (tsf)1 ,0000

Depth

(ft

)

84

82

80

78

76

74

72

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

Young's modulusSPT N60HAND AUGER

N60 (blows/ft)50403020100

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

SPT N60 Relative densityHAND AUGER

Dr (%)100806040200

Depth

(ft

)

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Relative density







Friction angleHAND AUGER

φ (degrees)5045403530

Depth

(ft

)

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Friction angle




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Constrained ModulusHAND AUGER

M(CPT) (tsf)1,0000

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Constrained Modulus Shear strengthHAND AUGER

Su (tsf)420

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0Su peak

Su remolded

Shear strengthShear modulusHAND AUGER

Go (tsf)2 ,0001,0000

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Shear modulus Undrained strength ratioHAND AUGER

Su/σ',v43210

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Undrained strength ratio OCRHAND AUGER

OCR20151050

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

OCR











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Shear Wave velocityHAND AUGER

Vs (ft/s)1,0005000

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Shear Wave velocity In-situ stress ratioHAND AUGER

Ko32 .521.510.50

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

In-situ stress ratioState parameterHAND AUGER

ψ0.10-0 .1-0 .2

Depth

(ft

)

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


S1086420

Depth

(ft

)

86

84

82

80

78

76

74

72

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

Soil sensitivity Effective friction angleHAND AUGER


Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0








HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

CPTU

Borehole

Depth

(ft)(t50)0.50 t50

(s)

t50

(years)G/Su

ch

(ft2/s)

ch

(ft2/year)




50

5.0

r2

ht

IrTc

××=


Dissipation tests



/Mγck whh ×=


M

(tsf)

kh

(ft/s)

Fitzell Project

B-21538.42 0.0 0 0.00E+000 100.00 0.00E+000 0 787.06 -1.00E+004

Fitzell Project

B-21575.82 35.3 1244 3.95E-005 429223.78 4.41E-004 13923 812.43 1.70E-008

109



This software is licensed to: Fernando Garcia CPT name: Fitzell Project B-215 offset

Piezocone Dissipation Test: Fitzell Project B-215 offsetDepth: 38.42 (ft)

t^0.50 (s^0.50)181614121086420

Pore

pre

ssure

u2 (

psi

)14.1

14

13.9

13.8

13.7

13.6

13.5

13.4

13.3

13.2

13.1

13

12.9

12.8

12.7

12.6

12.5

12.4

12.3

12.2

12.1

12

11.9

11.8

11.7


u0 = 14.06 (psi)

Pore pressure

Pressure (psi)2000

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Legend

u2 penetration

Initial dissipation



Pore pressure

110



This software is licensed to: Fernando Garcia CPT name: Fitzell Project B-215 offset


t^0.50 (s^0.50)35302520151050

Pore

pre

ssure

u2 (

psi

)

230

220

210

200

190

180

170

160

150

140

130

120

110

100

90

80

70

60

50

40

30

35.273


u0 = 30.27 (psi)



Pressure (psi)2000

Depth

(ft

)

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Legend

u2 penetration

Initial dissipation



Pore pressure

111




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:


Qtn4003002001000

Depth

(ft

)

17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

0


Bq10.50

Depth

(ft

)

17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

0


Fr (%)1086420

Depth

(ft

)

17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

0


Ic4321

Depth

(ft

)17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

0


SBTn (Robertson, 1990)181614121086420

Depth

(ft

)

17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0

Norm. Soil Behaviour Type


Sand & silty sand

Silty sand & sandy siltClay & silty clay

Clay & silty clay

Silty sand & sandy siltClay & silty clay


Clay & silty clay





Sand & silty sand



Sand & silty sand

Sand & silty sandSand

Sand

SBTn legend


2. Organic material











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:


Qtn4003002001000

Depth

(ft

)

17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

0


U21086420-2

Depth

(ft

)

17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

0


Fr (%)1086420

Depth

(ft

)

17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

0


IB

10100

Depth

(ft

)17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9 .5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

0

Mod. SBTn I(B)

2232

Mod. Norm. SBTn


Depth

(ft

)

17

16 .5

16

15 .5

15

14 .5

14

13 .5

13

12 .5

12

11 .5

11

10 .5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0

Mod. Norm. SBTn







Sand-like - ContractiveTransitional - Contractive

Transitional - ContractiveTransitional - Contractive












Mod. SBTn legend











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Permeability

Ksbt (ft/s)1x10

-91x10

-61x10

-31x10

+0

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8


Es (tsf)2,0001,0000

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7Young's modulusSPT N60

N60 (blows/ft)50403020100

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0


Dr (%)100806040200

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0

Relative density







Friction angle

φ (degrees)5045403530

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0

Friction angle




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Constrained Modulus

M(CPT) (tsf)2,0000

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0


Su (tsf)210

Depth

(ft

)

15

14

13

12

11

10 Su peak

Su remolded


Go (tsf)2 ,0000

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0


Su/σ',v43210

Depth

(ft

)

15 .2

15

14 .8

14 .6

14 .4

14 .2

14

13 .8

13 .6

13 .4

13 .2

13

12 .8

12 .6

12 .4

12 .2

12

11 .8

11 .6

11 .4

11 .2

11

10 .8

10 .6

10 .4

10 .2

10


OCR20151050

Depth

(ft

)

15

14

13

12

11

10

OCR











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Shear Wave velocity

Vs (ft/s)1,0000

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0


Ko32 .521.510.50

Depth

(ft

)

15

14

13

12

11

10


ψ0.10-0 .1-0 .2

Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0


S1086420

Depth

(ft

)

15

14

13

12

11

10



Depth

(ft

)

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0








HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:


Qtn4003002001000

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Bq10 .80 .60.40.20-0.2

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Fr (%)1086420

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Ic4321

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


SBTn (Robertson, 1990)181614121086420

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Norm. Soil Behaviour Type


Sand & silty sandClayClay & silty clay










Sand & silty sand

Clay & silty clay

Clay & silty clay

Clay

Silty sand & sandy siltClay & silty claySensitive fine grainedSilty sand & sandy silt

Clay & silty clay

Clay

Clay & silty clay


Sand & silty sand

Sand

Sand & silty sand

Sand

SBTn legend


2. Organic material











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:


Qtn4003002001000

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


U21086420-2

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Fr (%)1086420

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


IB

10100

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Mod. SBTn I(B)

2232

Mod. Norm. SBTn


Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Mod. Norm. SBTn


Sand-like - ContractiveClay-like - DilativeClay-like - Contractive - Sensitive





Sand like - DilativeTransitional - Contractive

Clay-like - Contractive - SensitiveClay-like - Contractive - Sensitive



Clay-like - Contractive - SensitiveSand-like - Contractive







Mod. SBTn legend











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Permeability

Ksbt (ft/s)1x10

-91x10

-61x10

-31x10

+0

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2


Es (tsf)1 ,0000

Depth

(ft

)

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0Young's modulusSPT N60

N60 (blows/ft)50403020100

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Dr (%)100806040200

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Relative density







Friction angle

φ (degrees)5045403530

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Friction angle




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Constrained Modulus

M(CPT) (tsf)1 ,0000

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Su (tsf)43210

Depth

(ft

)

39

38

37

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5Su peak

Su remolded


Go (tsf)1 ,0000

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Su/σ',v43210

Depth

(ft

)

39

38

37

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5


OCR20151050

Depth

(ft

)

39

38

37

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

OCR











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Shear Wave velocity

Vs (ft/s)1 ,0005000

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Ko32 .521.510.50

Depth

(ft

)

39

38

37

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5


ψ0.10-0 .1-0 .2

Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


S1086420

Depth

(ft

)

39

38

37

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5



Depth

(ft

)

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0








HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

CPTU

Borehole

Depth

(ft)(t50)0.50 t50

(s)

t50

(years)G/Su

ch

(ft2/s)

ch

(ft2/year)




50

5.0

r2

ht

IrTc

××=


Dissipation tests



/Mγck whh ×=


M

(tsf)

kh

(ft/s)

Fitzell Project

B-21635.20 13.9 193 6.13E-006 352660.66 2.58E-003 81241 216.92 3.71E-007

122





t^0.50 (s^0.50)181614121086420

Pore

pre

ssure

u2 (

psi

)

135

130

125

120

115

110

105

100

95

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

13.903


u0 = 10.49 (psi)



Pressure (psi)1000

Depth

(ft

)

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Legend

u2 penetration

Initial dissipation



Pore pressure

123




HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Norm. cone resistanceHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Qtn4003002001000

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. cone resistance Norm. pore pressure ratioHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Bq10 .80 .60.40.20-0.2

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. pore pressure ratioNorm. friction ratioHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Fr (%)1086420

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0


Ic4321

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

SBTn Index Norm. Soil Behaviour TypeHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

SBTn (Robertson, 1990)181614121086420

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5





ClaySilty sand & sandy silt



Organic soil

ClaySensitive fine grained

Clay & silty clay

Sand & silty sand

SandSand & silty sand

SandSand

Clay & silty clay

Clay

Clay & silty clay

ClayClay & silty clayClay

Clay & silty clay


Sand & silty sand


Sand & silty sand

SBTn legend


2. Organic material











HILLIS-CARNES



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Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Norm. cone resistanceHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Qtn4003002001000

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. cone resistance Norm. Pore PressureHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

U21086420-2

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. Pore PressureNorm. friction ratioHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Fr (%)1086420

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Norm. friction ratio Mod. SBTn I(B)HAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

IB

10100

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Mod. SBTn I(B)

2232

Mod. Norm. SBTnHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER


Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0Mod. Norm. SBTn



Clay-like - ContractiveSand-like - Contractive

Sand-like - ContractiveClay-like - Contractive - SensitiveSand-like - ContractiveClay-like - Contractive - SensitiveTransitional - Contractive






Transitional - DilativeClay-like - Contractive - Sensitive


Transitional - ContractiveClay-like - Dilative

Transitional - DilativeTransitional - Contractive






Mod. SBTn legend











HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Permeability

Ksbt (ft/s)1x10

-91x10

-61x10

-31x10

+0

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20


Es (tsf)2,0000

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

Young's modulusSPT N60HAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

N60 (blows/ft)50403020100

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

SPT N60 Relative densityHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Dr (%)100806040200

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Relative density







Friction angleHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

φ (degrees)5045403530

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Friction angle




HILLIS-CARNES



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Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Constrained ModulusHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

M(CPT) (tsf)2 ,0000

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Constrained Modulus Shear strengthHAND AUGER

HAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Su (tsf)420

Depth

(ft

)

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5Su peak

Su remolded

Shear strengthShear modulusHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Go (tsf)2,0000

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Shear modulus Undrained strength ratioHAND AUGER


Su/σ',v43210

Depth

(ft

)

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

Undrained strength ratio OCRHAND AUGER


OCR20151050

Depth

(ft

)

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

OCR











HILLIS-CARNES



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Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

Shear Wave velocityHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

Vs (ft/s)1,0000

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Shear Wave velocity In-situ stress ratioHAND AUGER


Ko32 .521.510.50

Depth

(ft

)

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

In-situ stress ratioState parameterHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER

ψ0.10-0 .1-0 .2

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0


S1086420

Depth

(ft

)

76

74

72

70

68

66

64

62

60

58

56

54

52

50

48

46

44

42

40

38

36

34

32

30

28

26

24

22

20

Soil sensitivity Effective friction angleHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGERHAND AUGER


Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0








HILLIS-CARNES



http://www.hcea.com




Coords: X:0.00, Y:0.00

Cone Type: NOVA U2



Location:

CPTU

Borehole

Depth

(ft)(t50)0.50 t50

(s)

t50

(years)G/Su

ch

(ft2/s)

ch

(ft2/year)




50

5.0

r2

ht

IrTc

××=


Dissipation tests



/Mγck whh ×=


M

(tsf)

kh

(ft/s)

Fitzell Project

B-21737.55 0.0 0 0.00E+000 648995.69 0.00E+000 0 37.02 -1.00E+004

Fitzell Project

B-21775.55 0.0 0 0.00E+000 470416.88 0.00E+000 0 534.31 -1.00E+004

129





t^0.50 (s^0.50)302520151050

Pore

pre

ssure

u2 (

psi

)

12

11

10

9

8

7

6

5

4

3

2

1

0

-1

-2

-3

-4

-5


u0 = 10.65 (psi)

Pore pressure

Pressure (psi)1000

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Legend

u2 penetration

Initial dissipation



Pore pressure

130





t^0.50 (s^0.50)2220181614121086420

Pore

pre

ssure

u2 (

psi

)

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6


u0 = 27.12 (psi)

Pore pressure

Pressure (psi)1000

Depth

(ft

)

90

85

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Legend

u2 penetration

Initial dissipation



Pore pressure

131



APPENDIX E

Blank Field Sheets for NAPL Recovery Testing

Piezometer ID Depth to Product (feet TOC) - Initial

Depth the Water (feet TOC) - Initial


B14-002-PZB14-006-PZB14-007-PZB14-008-PZB14-010-PZB14-011-PZB14-012-PZB14-013-PZB14-015-PZB14-017-PZB14-021-PZB14-022-PZB14-028-PZB14-034-PZB14-035-PZB14-036-PZB14-037-PZB14-038-PZB14-039-PZB14-040-PZB14-041-PZB14-042-PZB14-043-PZ

Initial Gauging Event Date: Time:

Date/Time of Measurement

Depth to Product (feet below TOC)

Depth to Water (feet below TOC)


Amount of Product Removed (gallons)

ProductColor/

Viscosity

Parcel B14 NAPL Baildown Testing Piezometer No.: B14-_____-PZ

draft project coordinator re: pre-design investigation

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