Geotechnical Report RSTF by Terracon.pdf

GEOTECHNICAL DATA REPORT

Rescue Swimmer Training Facility

USCG, Elizabeth City, North Carolina August 29, 2022

Terracon Project No. K5225006

Prepared for:

WSP Solutions, Inc.

Virginia Beach, Virginia

Prepared by:

Terracon Consultants, Inc.

Elizabeth City, North Carolina wildem1 Text Box WSP has reviewed this report and the as-built drawings and determined the new foundation under South wall is bearing on the same elevation as the existing foundation with bigger footprint. The required allowable pressure is the same as original foundation design.

A 2000 psf allowable bearing capacity has been used to design the new foundation.

Terracon Consultants, Inc. 106 Capita l Trace, Unit E El izabeth City, North Carol ina 27909 P (252) 335 9765 F (252) 335 9766 terracon.com

August 29, 2022

TO: WSP Solutions, Inc.

277 Bendix Rd, Suite 300 Virginia Beach, VA 23452

Attn: Mr. Robert Maslyn, RA

RE: Geotechnical Data Report Rescue Swimmer Training Facility USCG, Elizabeth City, North Carolina Terracon Project No: K5225006

Dear: Mr. Maslyn:

In compliance with your instructions, we have completed our Subsurface Exploration and Laboratory Testing Services for the above referenced project. The results of this study are presented in this report.

We appreciate the opportunity to work with you on this project. We trust that the information contained herein meets your immediate need, and should you have any questions or if we could be of further assistance, please do not hesitate to contact us.

Respectfully Submitted, Terracon Con

Gerald W. Stalls Jr., P.E.

Senior Project Engineer NC Reg. # 034336

Camille A. Kattan, P.E.

Principal Engineer NC Reg. # 014103

TABLE OF CONTENTS

EXECUTIVE SUMMARY ............................................................................................................ i

1.0 PROJECT INFORMATION

1.1 Project Authorization

1.2 Project Site Location and Description

1.3 Project Construction Description

1.4 Purpose and Scope of Services

2.0 FIELD AND LABORATORY PROCEDURES

2.1 Field Exploration

2.2 Field and Laboratory Testing

2.2.1 Soil Classification and Index Testing

2.2.2 Consolidation Testing

3.0 SITE AND SUBSURFACE CONDITIONS

3.1 Site Geology

3.2 Recent Land Reclamation and Site Development

3.3 Subsurface Soil Conditions

3.4 Groundwater Discussion

4.0 REPORT LIMITATIONS

APPENDIX A BORING LOCATION PLAN

APPENDIX B CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

APPENDIX C SUMMARY OF LABORATORY CLASSIFICATION RESULTS

APPENDIX D BORING LOGS

APPENDIX E GENERALIZED SOIL PROFILE

APPENDIX F CORE LOGS

APPENDIX G CPT AND DMT REPORT

Geotechnical Data Report Rescue Swimmer Training Facility ■ USCG Elizabeth City, NC August 29, 2022 ■ Terracon Project No: K5225006

Reliable ■ Resourceful ■ Responsive i

EXECUTIVE SUMMARY

The project site is located at the existing Rescue Swimmer Training Center facility (Building No. 3) within the USCG installation in Elizabeth City, North Carolina. The site contains the existing Rescue Swimmer Training Center structure including two (2) in-ground pools within the building, a subsurface wave generator, the associated pavement areas as well as other associated infrastructure components. The existing structure is understood to have experienced considerable distress reported by WSP Solutions, Inc. to be associated with the dynamic energy generated from the wave generator.

Our field exploration program included drilling two (2) 80-foot deep Standard Penetration Test (SPT) borings performed adjacent to the existing structure as well as two (2) 38.5-foot deep CPT soundings and two (2) 17.4- to 39-foot Dilatometer (DMT) soundings within the existing building limits and adjacent to the Rescue Swimmer Training Pool. The initial groundwater level was measured to occur at a depth of about 6 feet below the existing grades at the SPT boring locations. The existing topographic information for the site was unavailable at this time. As such, the groundwater elevations could not be estimated. A summary of the subsurface and groundwater conditions encountered at the boring locations is presented in Section 3 of this report.

This summary briefly discusses some of the major topics mentioned in the attached report.

Accordingly, this report should be read in its entirety to thoroughly evaluate the contents.

August 29, 2022 ■ Terracon Project No: K5225006

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1.0 PROJECT INFORMATION

1.1 Project Authorization

Terracon has completed our subsurface exploration and laboratory testing services for the existing Rescue Swimmer Training Facility project located within the United States Coast Guard Base in Elizabeth City, North Carolina. The geotechnical exploration services were conducted in general accordance with the scope presented in Terracon Proposal No. PK522006 dated January 19, 2022. Authorization to proceed with our services was received from the client in the form of a Subcontract For Professional Services agreement executed on the date of May 17, 2022.

1.2 Project Site Location and Description

The site contains the existing Rescue Swimmer Training Center structure including two (2) in-ground pools within the building limits, as well as a subsurface wave generator, the associated pavement areas, and other associated infrastructure components. Existing site elevations within the proposed construction areas were unknown at this time. However, the site generally appeared to be relatively level with elevation changes less than 1-foot in 50 linear feet. A site vicinity map is provided in Figure 1 with the project site indicated.

Figure 1: Project Site Vicinity Map

August 29, 2022 ■ Terracon Project No: K5225006

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1.3 Project Construction Description

The existing structure occupying the site is understood to have experienced considerable distress as reported by WSP Solutions, Inc. to be associated with the dynamic energy resulting from the wave generator. The existing roof framing is currently supported by a shoring system that is bearing on the slab on grade surrounding the existing Rescue Swimmer Training Pool. It is understood that selective building demolition will be performed and is expected to include removing the slab on grade surrounding the Rescue Swimmer Training Pool as well as selected portions of the interior walls and/or exterior walls of the building. The proposed construction following the demolition procedures is currently unknown and is pending the results of the analysis to be completed by WSP Solutions, Inc.

If any of the noted information is incorrect or has changed, please inform Terracon so that we may amend the recommendations presented in this report, if appropriate.

1.4 Purpose and Scope of Services

The purpose of this study was to obtain information on the general subsurface conditions at the proposed project site, by means of performing a subsurface exploration program and laboratory testing of selected recovered soil samples. These activities are described in more detail in the following sections of this report.

The scope of services did not include Geotechnical Engineering evaluations or an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic material in the soil, bedrock, surface water, groundwater or air, on or below or around this site. Prior to development of this site, an environmental assessment is advisable.

2.0 FIELD AND LABORATORY PROCEDURES

2.1 Field Exploration

In order to explore the general subsurface soil types and to aid in developing associated design parameters and recommendations, the following exploration program was performed:

n Two (2) 80-foot deep SPT borings (designated as B-1 and B-2) were completed along the exterior of the existing structure. Also, two (2) 38.5-foot deep CPT soundings (designated as CPT-01 and CPT-02) and two (2) 17.4- to 39-foot deep Dilatometer soundings (designated as DMT-01 and DMT-02) were performed within the interior limits of the existing structure and adjacent to the Rescue Swimmer Training Pool. The CPT and DMT soundings were extended to depths where practical refusal was encountered due to the limiting resistance of anchoring the drilling equipment to the interior slab on grade.

August 29, 2022 ■ Terracon Project No: K5225006

Reliable ■ Resourceful ■ Responsive n One (1) undisturbed Shelby Tube soil sample of the subsurface soils was obtained from the location of boring B-1 at a depth of 15 to 17 feet below existing grades for laboratory consolidation testing procedures.

n In order to advance the CPT and DMT Soundings, coring of the existing slab on grade was performed with a hollow 4-inch diameter core barrel.

Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586. The tests were performed continuously from the existing ground surface to depths of 12 feet, and at 5-foot intervals thereafter, starting at a depth of 13 feet below grade. The soil samples were obtained with a standard 1.4” I.D., 2” O.D., 30” long split-spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches, using a safety hammer.

The number of blows required to drive the sampler each 6-inch increment of penetration was recorded and is shown on the boring logs. The sum of the second and third penetration increments is termed the SPT N-value (uncorrected for automatic hammer and overburden pressure). A representative portion of each disturbed split-spoon sample was collected with each SPT, placed in a sealed glass jar, and returned to our laboratory for review. Following the exploration procedures, the borings were backfilled with a neat cement grout mix in accordance with NCDENR requirements for aquifer protection.

The CPT and DMT soundings were performed by ConeTec, Inc. personnel and advanced using a mobile load frame anchored to the interior slab on grade. The CPT soundings were conducted using an integrated electronic piezocone penetrometer and a data acquisition system. The piezocone penetrometer is a compression type design in which the tip and friction sleeve load cells are independent and have separate load capacities. The piezocone uses strain gauge load cells for tip and sleeve friction and a strain gauge diaphragm type transducer for recording pore pressure. A CPTu with pore pressure dissipation (PPD) tests were performed at the sounding locations CPT-01 and CPT-02. The Dilatometer tests were conducted using a flat steel blade with a thin, expandable, circular membrane mounted on one

(1) surface, a control unit, and a compressed gas supply. The CPT and DMT results represent tabular and graphical outputs of the measurements taken in the field and provide estimated geotechnical parameters based on empirical correlations. The comprehensive results of the CPT and DMT soundings are presented in Appendix G. In order to complete the CPT and DMT soundings, 4-inch diameter cores were cut through the existing interior slab on grade. The core samples were retained and are illustrated in the Core Logs provided in Appendix F.

The SPT, CPT, and DMT locations were established by Terracon and were approved by WSP Solutions, Inc prior to mobilization. The boring locations were staked in the field by a representative of Terracon by measuring the locations from easily identifiable landmarks and referencing the project plans. Approximate soil boring and sounding locations are shown on the attached “Boring Location Plan” (Appendix A) which was developed by Terracon with the use of the above referenced plans.

August 29, 2022 ■ Terracon Project No: K5225006

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2.2 Field and Laboratory Testing

Soil testing provided by Terracon was performed in accordance with American Society for Testing and Materials (ASTM) standards. All soils and materials tests were performed in our AASHTO re:source (formally AMRL) certified Elizabeth City laboratory.

2.2.1 Soil Classification and Index Testing

Representative portions of all soil samples collected during drilling operations were labeled, preserved and transferred to our laboratory in accordance with ASTM D4220 for classification and analysis. Soil descriptions on the boring logs are provided using visual-manual methods in general accordance with ASTM D2488 using the Unified Soil Classification System (USCS).

Soil samples that were selected for index testing were classified in general accordance with ASTM D2487. It should be noted that some variation can be expected between samples classified using the visual-manual procedure (ASTM D2488) and the USCS (ASTM D2487). A summary of the soil classification system is provided in Appendix B.

Representative split-spoon samples were selected and subjected to natural moisture and #200 sieve wash testing in order to corroborate the visual classification. These test results are presented in Appendix C and on the soil test boring logs provided in Appendix D. Generalized subsurface soil profile is provided in Appendix E.

2.2.2 Consolidation Testing

Following extrusion of the Shelby Tube sample collected from boring B-1, the recovered soils were observed to be granular in nature and classification index testing indicated the soils were comprised of a Clayey SAND (SC). Given the granular nature of these soils, the sample was not subjected to Consolidation testing. The classification index test results for the Shelby Tube sample are summarized in Table I below.

Table I – Consolidation Test Results Boring

No.

Depth

(Ft) P0

(tsf) Pc

(tsf) OCR Cc Cr eo USCS Water

Content

%<#200 Sieve LL/PL/PI

B-1 15 – 17 Not Tested SC 24.8 22.9 22/11/11

August 29, 2022 ■ Terracon Project No: K5225006

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3.0 SITE AND SUBSURFACE CONDITIONS

3.1 Site Geology

The project site lies within a major physiographic province called the Atlantic Coastal Plain.

Numerous transgressions and regressions of the Atlantic Ocean have deposited marine, lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and generally consists of interbedded layers of varying mixtures of sands, silts and clays. Based on our review of existing geologic and soil boring data, the geologic stratigraphy encountered in our subsurface explorations generally consisted of marine deposited Sands and Clays.

3.2 Recent Land Reclamation and Site Development

Based on a review of historical United States Geological Survey (USGS) topographic maps of Pasquotank County, North Carolina produced between the years of 1948 and 2019, the project site does not appear to be located within a previously reclaimed area. However, the project site is currently developed and contains an existing building including the associated interior in-ground pools, asphalt paved parking lot, and other associated infrastructure components. As such, subsurface utilities and/or structural components are present and should be considered with regards to the proposed design analysis and construction procedures.

3.3 Subsurface Soil Conditions

The surficial materials encountered at the SPT boring locations generally consisted of FILL comprised of Topsoil or SAND (SP, SP-SM, SM, SC) having varying amounts of Silt, Clay, and/or Gravel extending to depths ranging from 13 to 18 feet below existing grades. More specifically, the FILL encountered at a depth of 2 feet and extending to depths ranging from 13 to 18 feet is anticipated to consist of Structural Fill associated with the previously completed construction procedures and generally consisted of SAND (SP, SP-SM, SM) having varying amounts of Silt and/or Clay. The underlying subsurface materials encountered at the SPT boring locations generally consisted of very loose to very dense SAND (SP, SP-SM, SM, SC) having varying amounts of Silt, Clay, Mica, and/or Marine Shell Fragments as well as very soft to very stiff CLAY (CL) having varying amounts of Sand. A summary of the subsurface soil conditions encountered at the SPT boring locations is presented in Table II on the following page of this report.

August 29, 2022 ■ Terracon Project No: K5225006

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Table II – Subsurface Soil Conditions (SPT Borings) Average Depth (ft) Stratum Description Ranges of

SPT(1) N-Values

0 to 2 FILL FILL: Topsoil and/or SAND (SC) with varying amounts of Silt, Clay, and/or Gravel -to

13 – 18

Structural

FILL

Structural FILL: SAND (SP, SP-SM, SM) with varying amounts of Silt -

13 – 18 to

I SAND (SP, SP-SM, SM, SC) with varying amounts of Silt, Clay, Mica, and/or Marine Shell Fragments

3 to P.R.(2)

33 to 38 Deposit IA(3) Sandy Lean CLAY (CL) 2

73 to 80 II(4) CLAY (CL) having varying amounts of Sand 4 to 16

Note(s): (1) SPT = Standard Penetration Test, N-Values in Blows-per-foot (uncorrected)

(2) P.R. = Practical Refusal

(3) Encountered at boring B-2 only

(4) All SPT borings terminated in this Stratum

The subsurface descriptions are of a generalized nature provided to highlight the major soil strata encountered. The records of the subsurface exploration are included in Appendix D (Boring Log sheets) and in Appendix E (Generalized Soil Profile) which should be reviewed for specific information as to the individual borings. The stratifications shown on the records of the subsurface exploration represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the transition may be gradual. It is noted that the “Topsoil” designation references the presence of surficial organic laden soil, and does not represent any particular quality specification. It is recommended that this material be tested for approval prior to use as topsoil.

In order to complete the CPT and DMT soundings, 4-inch diameter cores were cut through the existing interior slab on grade. The core samples were retained and are illustrated in the Core Logs provided in Appendix F. The graphical and tabular results of the CPT and DMT soundings as well as the dissipation testing are provided in Appendix G. Additionally, the core logs

3.4 Groundwater Discussion

The groundwater level was recorded at the SPT boring locations and as observed through the relative wetness of the recovered soil samples during the drilling operations. The initial groundwater level was measured to occur at a depth of about 6 feet below the existing grades at the SPT boring locations. The site’s existing topographic information was not available at the time of this reporting. As such, the groundwater elevations could not be estimated.

August 29, 2022 ■ Terracon Project No: K5225006

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The soils encountered at the explored locations and at the corresponding initial groundwater levels consisted of relatively porous FILL soils containing less than 10 percent fines (SAND: SP, SP-SM). Drilling fluids (water) are introduced into the bore holes during the drilling operations further impairing the ability to accurately determine the groundwater levels. In addition, as subsurface soils begin to dry, moisture moves upwards through the soil profile by means of capillary action. Based on the subsurface soil compositions, these initial groundwater level readings (based on the relative wetness of the soils) could be in part attributed to the capillary action of the soils. As such, the reported initial groundwater levels may not be indicative of the static groundwater level. The SPT boreholes were backfilled upon completion for safety considerations as well as in accordance with NCDENR requirements for aquifer protection.

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences, such as existing swales, drainage ponds, underdrains and areas of covered soil (paved parking lots, sidewalks, etc.). In the project’s area, seasonal groundwater fluctuations of +/-2 to 3 feet or more are common; however, greater fluctuations have been documented. We recommend that the Contractor determine the actual groundwater levels at the time of the construction to determine groundwater impact on the construction procedures, if necessary.

4.0 REPORT LIMITATIONS

The Geotechnical Engineer warrants that the data contained herein have been determined in accordance with generally accepted geotechnical practices in the local area. No other warranties are implied or expressed.

This Geotechnical Data Report has been prepared for the exclusive use of the client and their designated agents for the specific application to the analysis of the Rescue Simmer Training Facility located within the United States Coast Guard base in Elizabeth City, North Carolina.

APPENDICES

APPENDIX A BORING LOCATION PLAN

APPENDIX B CLASSIFICATION SYSTEM FOR SOIL

EXPLORATION

APPENDIX C SUMMARY OF LABORATORY CLASSIFICATION

RESULTS

APPENDIX D BORING LOGS

APPENDIX E GENERALIZED SOIL PROFILE

APPENDIX F CORE LOGS

APPENDIX G CPT AND DMT REPORT

APPENDIX A

BORING LOCATION PLAN

APPENDIX B

CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

Very Loose 4 blows/ft. or less Very Soft 2 blows/ft. or less Loose 5 to 10 blows/ft. Soft 3 to 4 blows/ft.

Medium Dense 11 to 30 blows/ft. Medium Stiff 5 to 8 blows/ft.

Dense 31 to 50 blows/ft. Stiff 9 to 15 blows/ft.

Very Dense 51 blows/ft. or more Very Stiff 16 to 30 blows/ft.

Hard 31 blows/ft. or more

Boulders 8 inch diameter or more Cobbles 3 to 8 inch diameter Gravel Coarse 1 to 3 inch diameter

Medium 1/2 to 1 inch diameter Fine 1/4 to

1/2 inch diameter Sand Coarse 2.00 mm to 1/4 inch

(diameter of pencil lead) Medium 0.42 to 2.00 mm

(diameter of broom straw) Fine 0.074 to 0.42 mm

(diameter of human hair) Silt 0.002 to 0.074 mm

(cannot see particles)

GW - Well-graded Gravel CL - Lean Clay GP - Poorly graded Gravel CL-ML - Silty Clay GW-GM - Well-graded Gravel w/Silt ML - Silt GW-GC - Well-graded Gravel w/Clay OL - Organic Clay/Silt GP-GM - Poorly graded Gravel w/Silt Less than 5 percent GW, GP, SW,SP GP-GC - Poorly graded Gravel w/Clay CH - Fat Clay More than 12 percent GM, GC, SM, SC GM - Silty Gravel MH - Elastic Silt 5 to 12 percent GC - Clayey Gravel OH - Organic Clay/Silt GC-GM - Silty, Clayey Gravel SW - Well-graded Sand SP - Poorly graded Sand PT - Peat SW-SM - Well-graded Sand w/Silt SW-SC - Well-graded Sand w/Clay SP-SM - Poorly graded Sand w/Silt SP-SC - Poorly graded Sand w/Clay SM - Silty Sand SC - Clayey Sand SC-SM - Silty, Clayey Sand

(910) 478-9915

Jacksonville 415-A Western Boulevard Jacksonville, NC 28546

CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)

More than 50% retained on No. 200 sieve

Relative Density

NON COHESIVE SOILS

(SILT, SAND, GRAVEL and Combinations)

Particle Size Identification

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as tidal influences and man-made influences, such as existing swales, drainage ponds, underdrains and areas of covered soil (paved parking lots, side walks, etc.).

Depending on percentage of fines (fraction smaller than No. 200 sieve size), coarse-grained soils are classified as follows:

Borderline cases requiring dual symbols

Some Mostly 50-100

Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a standard 1.4” I.D., 2” O.D., 30” long split-spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the boring logs. The sum of the second and third penetration increments is termed the SPT N-value.

Strata Changes In the column “Description” on the boring log, the horizontal lines represent approximate strata changes.

Groundwater Readings

Percent

15-25 30-45

Few Little

Virginia Beach 5465 Greenwich Road

Virginia Beach, VA 23462

(757) 518-1703 (757) 564-6452

Elizabeth City 106 Capital Trace, Unit E Elizabeth City, NC 27909

(252) 335-9765

Williamsburg 701 Alexander Lee Parkway Williamsburg, Virginia 23185

0-5 5-10

COHESIVE SOILS

(CLAY, SILT and Combinations)

Relative Proportions Descriptive Term

CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

Standard Penetration Test (SPT), N-value

Consistency

Form 18.03.01 Revision 2/11/2019

Coarse Grained Soils Fine-Grained Soils

Highly Organic Soils

50% or more passes the No. 200 sieve

Liquid Limit 50% or greater

Trace

Plasticity Chart

PROJECT NUMBER K5225006

CLIENT WSP, Inc.

PROJECT LOCATION USCG, Elizabeth City, North Carolina

PROJECT NAME Rescue Swimmer Training Facility

LITHOLOGIC SYMBOLS

(Unified Soil Classification System)

CH: USCS High Plasticity Clay CL: USCS Low Plasticity Clay

FILL: Fill (made ground) SC: USCS Clayey Sand

SM: USCS Silty Sand SP-SM: USCS Poorly-graded Sand with Silt

KEY TO MATERIAL GRAPHICS

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Terracon

APPENDIX C

SUMMARY OF LABORATORY CLASSIFICATION RESULTS

B-1 7.0 0.075 9 17.0 B-1 9.0 0.075 5 18.7 B-1 14.0 0.075 42 30.2

B-1 16.0 22 11 11 0.075 23 SC 24.8

B-1 34.0 0.075 19 25.3 B-2 1.0 0.075 41 8.5 B-2 5.0 0.075 6 9.7 B-2 29.0 0.075 3 31.1

B-2 34.0 33 23 10 0.075 61 CL 32.8

B-2 74.0 49 19 30 0.075 61 CL 38.0

SUMMARY OF LABORATORY RESULTS

Plastic Limit

Plasticity Index

Maximum Size (mm)

%<#200 Sieve

Liquid Limit

Satur-ation

Void Ratio

Class-ification

Water Content

Dry Density

(pcf) DepthBorehole

PROJECT NUMBER K5225006

CLIENT WSP, Inc.

PROJECT LOCATION USCG, Elizabeth City, North Carolina

PROJECT NAME Rescue Swimmer Training Facility

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APPENDIX D

BORING LOGS

6 Inches Topsoil (FILL) Tan, moist, Clayey SAND (SC) with trace Gravel (FILL)

Tan, moist, Silty SAND (SM) with trace Clay (Structural FILL)

Tan, moist to wet, poorly graded SAND (SP) to poorly graded SAND (SP-SM) with Silt (Structural FILL), loose to medium dense

Wet from 6 Feet

Tan, wet, Silty SAND (SM) with Clay, very loose

Gray-Tan, wet, Clayey SAND (SC), very loose

Reddish Tan, wet, poorly graded SAND (SP) to poorly graded SAND (SP-SM) with Silt, loose to medium dense

Gray from 23 Feet

Trace Marine Shell Fragments from 28 Feet

Dark Gray, wet, Silty SAND (SM) with trace Mica, medium dense to very dense

Trace Marine Shell Fragments from 38 Feet

SPT Refusal Encountered at 44.2 Feet

3-8-5-5 (13)

2-3-4-6 (7)

8-10-13-13 (23)

8-9-12-12 (21)

9-10-12-13 (22)

5-3-4-7 (7)

1-2-1-2 (3)

2-3-5-5 (8)

5-6-6-7 (12)

8-8-8-9 (16)

9-9-10-10 (19)

8-9-15-18 (24)

17-22-50/2"

0.5 2.0

4.0

13.0

15.0

18.0

33.0

INITIAL (ft) : 6 CAVE-IN (ft) :

Notes:

BORING LOCATION: See Attached Boring Location Plan

AFTER HOURS (ft) :

STRATA DESCRIPTION

Sa m pl e

R ec ov er y (in

GROUNDWATER*:

PROJECT LOCATION: USCG, Elizabeth City, North Carolina CLIENT: WSP, Inc.

PROJECT NAME: Rescue Swimmer Training Facility

SURFACE ELEVATION (MSL) (ft):

D ep th (f t)

Water Content -

Sample Type(s):

Liquid Limit

El ev at io n (ft

Sa m pl e

Ty pe

Sa m pl e

ID

St ra ta L eg en d

The initial groundwater readings are not intended to indicate the static groundwater level.

Th is in fo rm at io n pe rta in s on ly to th is b or in g an d sh ou ld n ot b e in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: Hofler Drilling Inc.

DATE STARTED: 7/18/2022

LOGGED BY: G. Stalls, P.E.

PROJECT NUMBER: K5225006

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

TEST RESULTS

Penetration -

SPT - Standard Penetration Test ST - Shelby Tube

DRILLING METHOD(S): Rotary wash "mud"

Plastic Limit x x

Bl ow

C ou nt s

(N -V al ue s)

RECORD OF SUBSURFACE EXPLORATION

BORING ID

B-1

10 20 30 40 50 60 70

DATE COMPLETED: 7/18/2022

Virginia Beach 5465 Greenwich Road

Virginia Beach, VA 23642 757-518-1703

Dark Gray, wet, Silty SAND (SM) with trace Mica, medium dense to very dense

(layer continued from previous page) Tan-Gray, wet, poorly graded SAND (SP) to poorly graded SAND (SP-SM) with Silt and trace Marine Shell Fragments, dense to very dense SPT Refusal Encountered at 49.2 Feet

Dark Gray from 53 Feet SPT Refusal Encountered at 53.8 Feet

Gray from 58 Feet

SPT Refusal Encountered at 64.3 Feet

SPT Refusal Encountered at 69.2 Feet

Dark Gray, wet, Sandy Lean CLAY (CL), medium stiff to stiff

Boring terminated at 80 feet below existing grade.

27-44-50/2"

30-50/4"

12-15-28-30 (43)

16-18-50/4"

9-46-50/2"

3-4-3-3 (7)

4-5-7-9 (12)

48.0

73.0

80.0

INITIAL (ft) : 6 CAVE-IN (ft) :

Notes:

BORING LOCATION: See Attached Boring Location Plan

AFTER HOURS (ft) :

STRATA DESCRIPTION

Sa m pl e

R ec ov er y (in

GROUNDWATER*:

PROJECT LOCATION: USCG, Elizabeth City, North Carolina CLIENT: WSP, Inc.

PROJECT NAME: Rescue Swimmer Training Facility

SURFACE ELEVATION (MSL) (ft):

D ep th (f t)

Water Content -

Sample Type(s):

Liquid Limit

El ev at io n (ft

Sa m pl e

Ty pe

Sa m pl e

ID

St ra ta L eg en d

The initial groundwater readings are not intended to indicate the static groundwater level.

Th is in fo rm at io n pe rta in s on ly to th is b or in g an d sh ou ld n ot b e in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: Hofler Drilling Inc.

DATE STARTED: 7/18/2022

LOGGED BY: G. Stalls, P.E.

PROJECT NUMBER: K5225006

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

TEST RESULTS

Penetration -

SPT - Standard Penetration Test ST - Shelby Tube

DRILLING METHOD(S): Rotary wash "mud"

Plastic Limit x x

Bl ow

C ou nt s

(N -V al ue s)

RECORD OF SUBSURFACE EXPLORATION

BORING ID

B-1

10 20 30 40 50 60 70

DATE COMPLETED: 7/18/2022

Virginia Beach 5465 Greenwich Road

4 Inches Topsoil (FILL) Tan, moist, Clayey SAND (SC) with trace Gravel (FILL)

Tan, moist to wet, poorly graded SAND (SP) to poorly graded SAND (SP-SM) with Silt (Structural FILL), loose to medium dense

Wet from 6 Feet

Reddish Tan, wet, Silty SAND (SM) with Clay, loose

Gray, wet, poorly graded SAND (SP) to poorly graded SAND (SP-SM) with Silt, very loose to loose

Trace Marine Shell Fragments from 28 Feet

Dark Gray, wet, Sandy Lean CLAY (CL) with trace Mica, very soft

Tan-Gray, wet, poorly graded SAND (SP) to poorly graded SAND (SP-SM) with Silt and trace Marine Shell Fragments, dense to very dense

SPT Refusal Encountered at 43.7 Feet

4-6-6-8 (12)

10-12-15-15 (27)

15-13-14-13 (27)

7-7-9-9 (16)

5-5-8-8 (13)

3-4-4-5 (8)

1-4-5-5 (9)

3-4-4-8 (8)

6-6-4-4 (10)

2-2-2-2 (4)

1-1-1-1 (2)

10-18-25-30 (43)

33-50/2"

0.3 2.0

18.0

23.0

33.0

38.0

INITIAL (ft) : 6 CAVE-IN (ft) :

Notes:

BORING LOCATION: See Attached Boring Location Plan

AFTER HOURS (ft) :

STRATA DESCRIPTION

Sa m pl e

R ec ov er y (in

GROUNDWATER*:

PROJECT LOCATION: USCG, Elizabeth City, North Carolina CLIENT: WSP, Inc.

PROJECT NAME: Rescue Swimmer Training Facility

SURFACE ELEVATION (MSL) (ft):

D ep th (f t)

Water Content -

Sample Type(s):

Liquid Limit

El ev at io n (ft

Sa m pl e

Ty pe

Sa m pl e

ID

St ra ta L eg en d

The initial groundwater readings are not intended to indicate the static groundwater level.

Th is in fo rm at io n pe rta in s on ly to th is b or in g an d sh ou ld n ot b e in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: Hofler Drilling Inc.

DATE STARTED: 7/18/2022

LOGGED BY: G. Stalls, P.E.

PROJECT NUMBER: K5225006

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

TEST RESULTS

Penetration -

SPT - Standard Penetration Test

DRILLING METHOD(S): Rotary wash "mud"

Plastic Limit x x

Bl ow

C ou nt s

(N -V al ue s)

RECORD OF SUBSURFACE EXPLORATION

BORING ID

B-2

10 20 30 40 50 60 70

DATE COMPLETED: 7/18/2022

Virginia Beach 5465 Greenwich Road

Tan-Gray, wet, poorly graded SAND (SP) to poorly graded SAND (SP-SM) with Silt and trace Marine Shell Fragments, dense to very dense (layer continued from previous page)

SPT Refusal Encountered at 49.8 Feet

Dark Gray from 53 Feet SPT Refusal Encountered at 54.2 Feet

Gray, wet, poorly graded SAND (SP-SM) with Silt to Silty SAND (SM), dense to very dense

SPT Refusal Encountered at 65.8 Feet

SPT Refusal Encountered at 68.8 Feet

Dark Gray, wet, Sandy Lean CLAY (CL), soft to very stiff

Boring terminated at 80 feet below existing grade.

43-45-47-50/3"

33-49-50/2"

6-13-23-29 (36)

15-33-45-50/3"

27-50/4"

2-2-2-4 (4)

3-6-10-14 (16)

58.0

73.0

80.0

INITIAL (ft) : 6 CAVE-IN (ft) :

Notes:

BORING LOCATION: See Attached Boring Location Plan

AFTER HOURS (ft) :

STRATA DESCRIPTION

Sa m pl e

R ec ov er y (in

GROUNDWATER*:

PROJECT LOCATION: USCG, Elizabeth City, North Carolina CLIENT: WSP, Inc.

PROJECT NAME: Rescue Swimmer Training Facility

SURFACE ELEVATION (MSL) (ft):

D ep th (f t)

Water Content -

Sample Type(s):

Liquid Limit

El ev at io n (ft

Sa m pl e

Ty pe

Sa m pl e

ID

St ra ta L eg en d

The initial groundwater readings are not intended to indicate the static groundwater level.

Th is in fo rm at io n pe rta in s on ly to th is b or in g an d sh ou ld n ot b e in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: Hofler Drilling Inc.

DATE STARTED: 7/18/2022

LOGGED BY: G. Stalls, P.E.

PROJECT NUMBER: K5225006

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

TEST RESULTS

Penetration -

SPT - Standard Penetration Test

DRILLING METHOD(S): Rotary wash "mud"

Plastic Limit x x

Bl ow

C ou nt s

(N -V al ue s)

RECORD OF SUBSURFACE EXPLORATION

BORING ID

B-2

10 20 30 40 50 60 70

DATE COMPLETED: 7/18/2022

Virginia Beach 5465 Greenwich Road

APPENDIX E

GENERALIZED SOIL PROFILE

(13) (7)

(23) (21) (22) (7)

(3)

(8)

(12)

(16)

(19)

(24)

(72)

(94)

(43)

(68)

(96)

(7)

(12)

(12) (27) (27) (16) (13) (8)

(9)

(8)

(10)

(4)

(2)

(43)

(92)

(99)

(36)

(78)

(4)

(16)

PROJECT NAME: Rescue Swimmer Training Facility

PROJECT LOCATION: USCG, Elizabeth City, North Carolina

(Numerical Value) = Sample N-Value

Fill (made ground)

USCS Silty Sand

USCS Clayey Sand

USCS Poorly-graded Sand with Silt

USCS Low Plasticity Clay

GENERALIZED SOIL PROFILE

CLIENT: WSP, Inc.

PROJECT NUMBER: K5225006

LEGEND

D ep th B el ow

G ro un d

Su rf ac e

(ft

B-1 B-2

APPENDIX F

CORE LOGS

Project Name: Date of Coring Project Number: Project Location:

Latitude:

Longitude:

General Boring/Core Location:

6 1/4 in. Void Underlying Slab: No (yes/no) 0 in. Void Depth Below Slab: NA in.

Welded Wire Fabric (WWF) or Rebar: WWR (WWF/Rebar/Both) Embedment Depths from Top of Core: N/A in. Rebar

5.6 in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: Yes (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

Top

Bottom

Slab Section Composition:

Concrete ABC Thickness:

106 Capital Trace, Unit E Elizabeth City, NC 27909

Tel: 252-335-9765 Fax: 252-335-9766

Boring/Core GPS Coordinates:

Boring/Core Identification:

Poly Vapor Barrier

CPT-01

CORE LOG

10-Aug-2022 Elizabeth City, NC

USCG Rescue Swimmer Training K5225006

Latitude:

Longitude:

General Boring/Core Location:

3 3/8 in. Void Underlying Slab: No (yes/no) 0 in. Void Depth Below Slab: NA in.

Welded Wire Fabric (WWF) or Rebar: N/A (WWF/Rebar/Both) Embedment Depths from Top of Core: N/A in. Rebar

N/A in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: Yes (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

Top

Bottom

106 Capital Trace, Unit E Elizabeth City, NC 27909

Tel: 252-335-9765 Fax: 252-335-9766

Poly Vapor Barrier

CPT-02

Slab Section Composition:

Concrete ABC Thickness:

CORE LOG

USCG Rescue Swimmer Training 10-Aug-2022 K5225006 Elizabeth City, NC

Boring/Core Identification: Boring/Core GPS Coordinates:

Latitude:

Longitude:

General Boring/Core Location:

5 1/2 in. Void Underlying Slab: No (yes/no) 0 in. Void Depth Below Slab: NA in.

Welded Wire Fabric (WWF) or Rebar: N/A (WWF/Rebar/Both) Embedment Depths from Top of Core: N/A in. Rebar

N/A in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: Yes (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

Top

Bottom

CORE LOG

USCG Rescue Swimmer Training 10-Aug-2022 K5225006 Elizabeth City, NC

Boring/Core Identification: Boring/Core GPS Coordinates:

DMT-01

Slab Section Composition:

Concrete ABC Thickness:

Poly Vapor Barrier

106 Capital Trace, Unit E Elizabeth City, NC 27909

Tel: 252-335-9765 Fax: 252-335-9766

Latitude:

Longitude:

General Boring/Core Location:

6" in. Void Underlying Slab: No (yes/no) 0 in. Void Depth Below Slab: NA in.

Welded Wire Fabric (WWF) or Rebar: WWF (WWF/Rebar/Both) Embedment Depths from Top of Core: N/A in. Rebar

5.8 in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: Yes (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

Top

Bottom

CORE LOG

USCG Rescue Swimmer Training 10-Aug-2022 K5225006 Elizabeth City, NC

Boring/Core Identification: Boring/Core GPS Coordinates:

DMT-02

Slab Section Composition:

Concrete ABC Thickness:

Poly Vapor Barrier

106 Capital Trace, Unit E Elizabeth City, NC 27909

Tel: 252-335-9765 Fax: 252-335-9766

APPENDIX G

CPT AND DMT REPORT

© 2022 ConeTec Group of Companies. All Rights Reserved.

PRESENTATION OF SITE INVESTIGATION RESULTS

USCG Survival Swimmer Pool

Prepared for:

GET Solutions, Inc.

ConeTec Job No: 22-54-24646

Project Start Date: 17-Aug-2022 Project End Date: 19-Aug-2022

Report Date: 24-Aug-2022

Prepared by:

ConeTec Inc.

606-S Roxbury Industrial Center

Charles City, VA 23030

Tel: (804) 966-5696 Fax: (804) 966-5697

Toll Free: (800) 504-1116

ConeTecVA@conetec.com www.conetec.com www.conetecdataservices.com mailto:ConeTecVA@conetec.com http://www.conetec.com/ http://www.conetecdataservices.com/

Introduction

The enclosed report presents the results of the site investigation program conducted by ConeTec Inc. for GET Solutions, Inc. at the USCG Survival Swimmer Pool in Elizabeth City, NC. The program consisted of two cone penetration tests (CPTu), and two flat plate dilatometer tests (DMT) at locations selected and numbered under the direction of GET Solutions, Inc. personnel. The purpose of the program was to evaluate existing site conditions. Please note that this report, which also includes all accompanying data, are subject to the 3rd Party Disclaimer and Client Disclaimer that follow in the ‘Limitations’ section of this report.

Project Information

Project

Client GET Solutions, Inc.

Project USCG Survival Swimmer Pool

ConeTec project number 22-54-24646

An aerial overview from CESIUM including the CPTu and DMT test locations is presented below.

Rig Description Deployment System Test Type

14-ton Portable Ramset 14-ton Portable Ramset CPTu and DMT

Coordinates

Test Type Collection Method EPSG Number

CPTu and DMT Handheld GPS 4326

Cone Penetrometers Used for this Project

Cone Description Cone

Number

Cross

Sectional

Area (cm2)

Sleeve

Area

(cm2)

Tip

Capacity

(bar)

Sleeve

Capacity

(bar)

Pore Pressure

Capacity

(bar)

871:T1500F15U35 EC871 15 225 1500 15 35

Cone EC871 was used for all CPTu soundings.

Cone Penetration Test (CPTu)

Depth reference Depths are referenced to the existing ground surface at the time of each test.

Tip and sleeve data offset

0.1 meter

This has been accounted for in the CPT data files.

Additional plots

• Advanced plots with Ic, Su, phi and N1(60)

• Soil Behaviour Type (SBT) scatter plots

Additional comments

Pore pressure dissipation testing indicated evidence of perched water in the soil profile. For processing purposes, the lower phreatic surface was used as the beginning of hydrostatically increasing pore pressure in soundings which had evidence of perched water from shallower dissipation tests.

Calculated Geotechnical Parameter Tables

Additional information

The Normalized Soil Behavior Type Chart based on Qtn (SBT Qtn) (Robertson, 2009) was used to classify the soil for this project. A detailed set of calculated CPTu parameters have been generated and are provided in Excel format files in the release folder. The CPTu parameter calculations are based on values of corrected tip resistance (qt) sleeve friction (fs) and pore pressure (u2).

Effective stresses are calculated based on unit weights that have been assigned to the individual soil behavior type zones and the assumed equilibrium pore pressure profile.

For calculating undrained shear strength based on pore pressure (Su(NΔu)) and undrained shear strength based on cone tip resistance (Su(Nkt)), an NΔu value of 6 and an Nkt value of 15 were selected.

Flat Plate Dilatometer Test (DMT)

Depth reference Depths are referenced to the existing ground surface at the time of each test.

Phreatic surface determination The assumed phreatic surface was estimated using nearby CPTu soundings

Limitations

3rd Party Disclaimer

This report titled “USCG Survival Swimmer Pool”, referred to as the (“Report”), was prepared by ConeTec for GET Solutions, Inc. The Report is confidential and may not be distributed to or relied upon by any third parties without the express written consent of ConeTec. Any third parties gaining access to the Report do not acquire any rights as a result of such access. Any use which a third party makes of the Report, or any reliance on or decisions made based on it, are the responsibility of such third parties. ConeTec accepts no responsibility for loss, damage and/or expense, if any, suffered by any third parties as a result of decisions made, or actions taken or not taken, which are in any way based on, or related to, the Report or any portion(s) thereof.

Client Disclaimer

ConeTec was retained by GET Solutions, Inc. to collect and provide the raw data (“Data”) which is included in this report titled “USCG Survival Swimmer Pool”, which is referred to as the (“Report”).

ConeTec has collected and reported the Data in accordance with current industry standards. No other warranty, express or implied, with respect to the Data is made by ConeTec. In order to properly understand the Data included in the Report, reference must be made to the documents accompanying and other sources referenced in the Report in their entirety. Any analysis, interpretation, judgment, calculations and/or geotechnical parameters (collectively “Interpretations”) included in the Report, including those based on the Data, are outside the scope of ConeTec’s retainer and are included in the Report as a courtesy only. Other than the Data, the contents of the Report (including any Interpretations) should not be relied upon in any fashion without independent verification and ConeTec is in no way responsible for any loss, damage or expense resulting from the use of, and/or reliance on, such material by any party.

CONE PENETRATION TEST - eSeries

Cone penetration tests (CPTu) are conducted using an integrated electronic piezocone penetrometer and data acquisition system manufactured by Adara Systems Ltd., a subsidiary of ConeTec.

ConeTec’s piezocone penetrometers are compression type designs in which the tip and friction sleeve load cells are independent and have separate load capacities. The piezocones use strain gauged load cells for tip and sleeve friction and a strain gauged diaphragm type transducer for recording pore pressure.

The piezocones also have a platinum resistive temperature device (RTD) for monitoring the temperature of the sensors, an accelerometer type dual axis inclinometer and two geophone sensors for recording seismic signals. All signals are amplified and measured with minimum sixteen-bit resolution down hole within the cone body, and the signals are sent to the surface using a high bandwidth, error corrected digital interface through a shielded cable.

ConeTec penetrometers are manufactured with various tip, friction and pore pressure capacities in both 10 cm2 and 15 cm2 tip base area configurations in order to maximize signal resolution for various soil conditions. The specific piezocone used for each test is described in the CPT summary table presented in the first appendix. The 15 cm2 penetrometers do not require friction reducers as they have a diameter larger than the deployment rods. The 10 cm2 piezocones use a friction reducer consisting of a rod adapter extension behind the main cone body with an enlarged cross sectional area (typically 44 millimeters diameter over a length of 32 millimeters with tapered leading and trailing edges) located at a distance of 585 millimeters above the cone tip.

The penetrometers are designed with equal end area friction sleeves, a net end area ratio of 0.8 and cone tips with a 60 degree apex angle.

All ConeTec piezocones can record pore pressure at various locations. Unless otherwise noted, the pore pressure filter is located directly behind the cone tip in the “u2” position (ASTM Type 2). The filter is six millimeters thick, made of porous plastic (polyethylene) having an average pore size of 125 microns (90- 160 microns). The function of the filter is to allow rapid movements of extremely small volumes of water needed to activate the pressure transducer while preventing soil ingress or blockage.

The piezocone penetrometers are manufactured with dimensions, tolerances and sensor characteristics that are in general accordance with the current ASTM D5778 standard. ConeTec’s calibration criteria also meets or exceeds those of the current ASTM D5778 standard. An illustration of the piezocone penetrometer is presented in Figure CPTu.

Figure CPTu. Piezocone Penetrometer (15 cm2)

The ConeTec data acquisition systems consist of a Windows based computer and a signal interface box and power supply. The signal interface combines depth increment signals, seismic trigger signals and the downhole digital data. This combined data is then sent to the Windows based computer for collection and presentation. The data is recorded at fixed depth increments using a depth wheel attached to the push cylinders or by using a spring loaded rubber depth wheel that is held against the cone rods. The typical recording interval is 2.5 centimeters; custom recording intervals are possible.

The system displays the CPTu data in real time and records the following parameters to a storage media during penetration:

• Depth

• Uncorrected tip resistance (qc)

• Sleeve friction (fs)

• Dynamic pore pressure (u)

• Additional sensors such as resistivity, passive gamma, ultra violet induced fluorescence, if applicable

All testing is performed in accordance to ConeTec’s CPTu operating procedures which are in general accordance with the current ASTM D5778 standard.

Prior to the start of a CPTu sounding a suitable cone is selected, the cone and data acquisition system are powered on, the pore pressure system is saturated with silicone oil and the baseline readings are recorded with the cone hanging freely in a vertical position.

The CPTu is conducted at a steady rate of two centimeters per second, within acceptable tolerances.

Typically one meter length rods with an outer diameter of 1.5 inches (38.1 millimeters) are added to advance the cone to the sounding termination depth. After cone retraction final baselines are recorded.

Additional information pertaining to ConeTec’s cone penetration testing procedures:

• Each filter is saturated in silicone oil under vacuum pressure prior to use

• Baseline readings are compared to previous readings

• Soundings are terminated at the client’s target depth or at a depth where an obstruction is encountered, excessive rod flex occurs, excessive inclination occurs, equipment damage is likely to take place, or a dangerous working environment arises

• Differences between initial and final baselines are calculated to ensure zero load offsets have not occurred and to ensure compliance with ASTM standards

The interpretation of piezocone data for this report is based on the corrected tip resistance (qt), sleeve friction (fs) and pore water pressure (u). The interpretation of soil type is based on the correlations developed by Robertson et al. (1986) and Robertson (1990, 2009). It should be noted that it is not always possible to accurately identify a soil behavior type based on these parameters. In these situations, experience, judgment and an assessment of other parameters may be used to infer soil behavior type.

The recorded tip resistance (qc) is the total force acting on the piezocone tip divided by its base area. The tip resistance is corrected for pore pressure effects and termed corrected tip resistance (qt) according to the following expression presented in Robertson et al. (1986):

qt = qc + (1-a) • u2 where: qt is the corrected tip resistance qc is the recorded tip resistance u2 is the recorded dynamic pore pressure behind the tip (u2 position) a is the Net Area Ratio for the piezocone (0.8 for ConeTec probes)

The sleeve friction (fs) is the frictional force on the sleeve divided by its surface area. As all ConeTec piezocones have equal end area friction sleeves, pore pressure corrections to the sleeve data are not required.

The dynamic pore pressure (u) is a measure of the pore pressures generated during cone penetration. To record equilibrium pore pressure, the penetration must be stopped to allow the dynamic pore pressures to stabilize. The rate at which this occurs is predominantly a function of the permeability of the soil and the diameter of the cone.

The friction ratio (Rf) is a calculated parameter. It is defined as the ratio of sleeve friction to the tip resistance expressed as a percentage. Generally, saturated cohesive soils have low tip resistance, high friction ratios and generate large excess pore water pressures. Cohesionless soils have higher tip resistances, lower friction ratios and do not generate significant excess pore water pressure.

A summary of the CPTu soundings along with test details and individual plots are provided in the appendices. A set of files with calculated geotechnical parameters were generated for each sounding based on published correlations and are provided in Excel format in the data release folder. Information regarding the methods used is also included in the data release folder.

For additional information on CPTu interpretations and calculated geotechnical parameters, refer to Robertson et al. (1986), Lunne et al.