SW5231001_Soils/Geotechnical Report_20231008

UI ___
Revised Geotechnical Engineering
Report
RDU P3 Parking Improvements
Morrisville, North Carolina
S&ME Project No. 217662
NKLF
RS&H
8521 Six Forks Road Suite 400
Raleigh, North Carolina 27615
PREPARED BY:
S&ME, Inc.
3201 Spring Forest Road
Raleigh, NC 27616
July 20, 2023

III -
July 20, 2023
RS&H
8521 Six Forks Road Suite 400
Raleigh, North Carolina 27615
Attention: Mr.John Holmes, P.E.
Reference: Revised Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina
S&ME Project No. 217662
NC PE Firm License No. F-0176
Dear Mr. Holmes:
S&ME, Inc. appreciates the opportunity to present this revised report of our geotechnical exploration for the
referenced project. Our exploration was performed in general accordance with our proposal number 217662
dated December 10, 2021 and our Change Order 1, CO-1 REV2, dated January 16, 2023.The purpose of our
geotechnical exploration was to explore subsurface conditions at the site, evaluate those conditions, and provide
recommendations for site grading, foundation design, and pavement thickness.This report presents a summary of
project information, results of our field and laboratory testing, and our geotechnical conclusions and
recommendations.
This revised report replaces our previous report dated July 7, 2023. This report includes a revised
recommendation for asphalt pavement thicknesses in section 6.2.2. Recommended asphalt thicknesses were
revised after discussions with RS&H.
S&ME appreciates the opportunity to be of service to you. Please contact us if you have questions regarding this
report.
Sincerely,
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S&ME, Inc. °o ssi'•..
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Wes Lowder
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Anthony Marzulla Wes Lowder, P.E.
Geotechnical Staff Professional Senior Engineer DocuS .,
S&ME, Inc.13201 Spring Forest Road I Raleigh, NC 27616 I p 919.872.2660 I www.smeinc.com

Geotechnical Engineering Report
ANEW RDU PE3 Parking Improvements
III Morrisville, North Carolina
S&ME Project No. 217662
July 20, 2023 2

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina
S&ME Project No. 217662 I <F I
Table of Contents
1.0 Project and Site Description 1
2.0 Geotechnical Field Exploration Procedures 2
2.1 Geophysical Field Exploration Procedures 3
3.0 Subsurface Conditions 4
3.1 Surface Materials 4
3.2 Fill Soils 5
3.3 Residual Soils 5
3.4 Partially Weathered Rock 6
3.5 Groundwater 8
3.6 Subsurface Conditions—Existing Pavement Areas 8
4.0 Laboratory Test Results 8
5.0 Geophysical Results 9
5.1 Geophysical Limitations 10
6.0 Conclusions and Recommendations 10
6.1 Earthwork—Expansion Areas 11
6.1.1 Site Preparation—General 11
6.1.2 Groundwater 11
6.1.3 Drainage Features 12
6.1.4 Highly Plastic Soils 12
6.1.5 Excavations-General 12
6.1.6 Particle Size Control 13
6.1.7 Structural Fill 13
6.1.8 Slope Stability Analysis 14
6.1.9 Cement Amendment of Subgrade Soils 14
6.2 Pavements 14
6.2.1 Design CBR Value 15
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
6.2.2 Asphalt Pavement—Parking Stalls and Drive Aisles 15
6.2.3 Concrete Pavement 16
6.3 Foundation Recommendations—Bus Shelters and Canopies 17
6.3.1 Bearing Depth and Dimension 17
6.3.2 Footing Evaluations 17
6.4 Foundation Recommendations—Police Facility 18
6.5 Pavement Rehabilitation 18
7.0 Qualifications of Report 19
List of Tables
Table 3-1—Existing Pavement Section Thickness 5
Table 3-2—PWR&Auger Refusal Summary 6
Table 4-1—Laboratory Test Data Summary 9
Table 6-1—ESAL Values 15
Table 6-2—Asphalt Pavement Sections—Cement Amended Subgrade(CBR=10%) 16
Table 6-3—Concrete Pavement Section 17
Appendices
Appendix I—Figures
Appendix II—Soil Test Boring Logs
Appendix III—Laboratory Test Data
July 20, 2023 iv

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
1.0 Project and Site Description
Project information is based on:
Email from Ms. Tarryn Little, P.E. (RS&H)to Mr. Elliot Blonshine (S&ME) on August 16, 2021, which
included a screen clip of the final design for the Park Economy 3 Expansion.
Email from Ms. Tarryn Little, P.E. to Mr. Elliot Blonshine on August 23, 2021 requesting pavement section
designs including asphaltic concrete parking section, drive aisle section, bus asphalt section and bus
concrete section.
Email from you to Mr. Elliot Blonshine, P.E. on November 9, 2021 requesting geophysical testing to profile
rock.Attached to the email was a preliminary cut-fill plan showing the "initial PE3 expansion limits"
(approximately 30 acres) where the geophysical testing is requested.
Email from you to Mr. Elliot Blonshine on December 7, 2021 requesting seismic tomography for the entire
parking lot expansion.
Phone call between you and Elliot Blonshine on December 9, 2021 discussing the PE3 Expansion areas.
An email request for additional geotechnical exploration services from Mr.John Holmes with RS&H to Mr.
Elliot Blonshine with S&ME between August 18, 2022 and January 11, 2023.
Email correspondence between Mr.John Holmes with RS&H and Mr. Wes Lowder with S&ME between
February 19, 2023 and June 22, 2023.
Grading Exhibit 2-Combined provided by RS&H on June 13, 2023.
Site plans provided by RS&H.
Preliminary column reactions provided by RS&H.
We understand Raleigh-Durham International Airport (RDU) is planning to expand the existing Park Economy 3
(PE-3) lot on National Guard Drive.The expansion area is approximately 70 acres on the south and west sides of
the existing PE3 Lot and is currently wooded. The overall plan is shown on Figure 1A in the appendix. Multiple
drainage features exist on the site, draining to stormwater ponds and creeks within and outside of the expansion
area. We understand the proposed expansion areas are outside of the existing ponds.
Based on topographic information provided by RS&H, site elevations range from approximately 310 feet in the
southeast corner of the site, 360 feet in the southwest corner and 390 feet in the north portion of the site. Site
grading will generally require maximum excavation and fill placement depths on the order of 30 feet. Fill
embankments will have maximum heights of about 30 feet and have been designed no steeper than 3:1
(horizontal to vertical).
Seven stormwater basins will be constructed throughout the project. Basins will have embankments having
maximum heights of about 20 feet and will have slopes no steeper than 3:1.
In addition to the expanded at-grade parking, the project will include the following improvements:
10 new bus shelters—we understand existing bus shelters could be demolished and rebuilt, and new bus
shelters will be constructed in the PE3 expansion area. Proposed bus shelter locations are shown as red
circles on Figure 1A. Maximum column loads are expected to be 20 kips.
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina Iii
S&ME Project No. 217662
4 new entrance canopies—we understand new entrance canopies are proposed. Locations for the
canopies have not yet been determined. We expect maximum column loads of 20 kips.
1 exit canopy—we understand a new exit canopy is proposed.We assume it is near the existing exit
canopy; however, the final location has not yet been determined. We expect maximum column loads of
20 kips.
1 Police Facility Building —we understand RS&H has been requested to provide 30% schematic design for
a new police facility building. The proposed location is shown as a red square on Figure 1A. The building
is anticipated to be 2 to 4 stories. Structural loads were not available. Based on past experience, we
expect that column loads could be on the order of 300 to 400 kips.
We understand the existing PE3 parking lot was overlain in 2019 and is exhibiting signs of distress in some
areas. Pavement remediation measures will be performed within existing pavements.
Traffic loading information was provided by John Holmes in an email on November 3, 2022 and confirmed on
June 22, 2023.The following was provided:
2,250 daily customer vehicles (assume 95% standard vehicles such as cars and light pickup trucks)
900 daily trips of a standard city bus
1 to 2 vehicles per day in each parking stall
In addition to the expansion of the PE3 parking area, new canopies are proposed at the PE4 and Park Express lots.
We understand that canopy loads will be similar to those described above for PE3.
2.0 Geotechnical Field Exploration Procedures
Our geotechnical field exploration was performed in two phases. The initial phase included the performance of 33
soil test borings (B-1 through B-30, C-1, C-2 and C-3). Borings B-1 through B-30 and C-1 were performed within
the PE3 expansion area. Boring C-2 was performed at the proposed canopy location within the Park Express Lot,
and C-4 was performed at the proposed canopy for PE4. Approximate locations are shown on Figures 1C, 1 D and
1 E in the Appendix. A geophysical survey was performed which included Seismic Refraction Tomography (SRT).
Discussion of the methods and results of the geophysical methods of exploration are presented in subsequent
sections of this report.
The second phase of exploration included performance of 21 soil test borings (S-1 through S-9 and P-1 through
P-12) within proposed expansion areas. Existing pavements were evaluated by performing 19 hand auger borings
with Kessler dynamic cone penetrometer testing (A-1 through A-19).Test locations within existing pavements
were marked in the field by S&ME and RS&H personnel. Test Location Plans (Figure 1 B) showing approximate
boring and hand auger boring locations are included in the Appendix.
Borings were drilled using a CME 750 and CME 550 drill rigs mounted on an all-terrain vehicle. Borings were
advanced using 31/4-inch inside-diameter hollow stem augers to depths ranging from approximately 4 to 25 feet
below the existing ground surface. Split-spoon samples were taken at approximate 21/2 foot intervals above a
depth of 10 feet and then at 5-foot intervals below 10 feet. Standard penetration tests were conducted using an
automatic hammer in conjunction with split-spoon sampling in general accordance with ASTM D1586.
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina I
S&ME Project No. 217662
Coring of the pavement was performed with a 4-inch thin-walled core barrel at each test location. Stone base
materials were removed, and thicknesses were measured. Dual-Mass (Kessler) Dynamic Cone Penetration (DCP)
testing was performed to depths of about 3 feet below the pavement surface to evaluate relative soil stiffness.
Dual-Mass DCP testing was performed through subgrade materials at all locations except A-2, A-10, and A-19,
where refusal was encountered immediately below surface materials. The dual-mass DCP consists of a steel
extension shaft assembly that incorporates a 60-degree hardened steel cone tip attached to the driving end. The
tip is driven into the subgrade by dropping 17.6-pound dual-mass hammer 1.9 feet. The depth of penetration is
measured at selected hammer drop intervals and recorded values are converted to approximate California Bearing
Ratio (CBR) values through correlations used by NCDOT.
After DCP testing, hand auger borings were advanced at each location to depths ranging from about 11/2 to 3 feet
below the pavement surface. Subgrade soils were visually classified in the field in general accordance with the
Unified Soil Classification System (USCS) guidelines.
Water level measurements were attempted immediately after drilling. Borings were backfilled with auger cuttings
and closed in accordance with our standard borehole closure protocol prior to demobilization. Core holes were
patched with non-shrink grout prior to demobilization.
Test Boring Records, DCP Testing Records, and Generalized Subsurface Profiles (Figures 2A and 2B) showing
specific subsurface information from each boring are included in the Appendix. Stratification lines shown on Test
Boring Records and the Subsurface Profile are intended to represent approximate depths of changes in soil types.
Naturally, transitional changes in soil types are often gradual and cannot be defined at exact depths.
At completion of field testing, representative portions of split-spoon and bulk samples were returned to our
laboratory for visual classification and testing. Soils were classified in general accordance with Unified Soil
Classification System guidelines. Laboratory testing included natural moisture content, Atterberg limits, and grain
size analysis testing for general classification purposes, as well as standard Proctor, California Bearing Ratio,
Hydraulic Conductivity, and Consolidated-Undrained Triaxial testing on the bulk samples. Laboratory testing was
performed in general accordance with applicable ASTM standards.
2.1 Geophysical Field Exploration Procedures
We completed a Seismic Refraction Tomography(SRT) survey between July 5 and July 14, 2022,within the
accessible portions of the site to supplement the geotechnical exploration program by identifying the
approximate top of rock within the proposed expansion area.
The SRT method measures travel times of seismic compression waves (P-waves) generated from an active energy
source, such as a sledgehammer, at receivers (geophones) located along a linear array. The velocity at which the
seismic waves propagate along the array can be determined from the slope of arrival times. Waves in soil (low-
density) will travel slower than waves in competent bedrock (high-density).Where increases in elastic material
properties occur, the seismic waves are refracted much like light in a prism. Depths to higher velocity strata such
as rock can be determined from the location of a slope change in the first arrival vs. distance plots. P-wave
velocity also provides an indication of density and of excavation characteristics based on empirical relationships.
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
A Geometrics seismic system equipped with twenty-four (24) 10 Hz vertical geophones was used in general
accordance with ASTM D5777 "Standard Guide for Using the Seismic Refraction Method for Subsurface
Investigation". A total of ten (10) SRT profiles that ranged from about 580 feet to 1,840 feet in length were
collected using a set geophone spacing of 10 feet (Lines 1 through 10; Figure 3A). Data from several shots (off-
end, end, quarter, and mid-point)were acquired for each survey profile and a sledgehammer was used as the
energy source.The SRT data was processed using the Geogiga Technology Corp. Seismic ProTM software and
Golden Software's Surfer® program was used to produce our final contoured 2D models. Elevations used for our
SRT models were based on LiDAR data from North Carolina's Spatial Data Download from 2015 rather than actual
field survey measurements performed by others, and as such, should be considered estimated.
3.0 Subsurface Conditions
Generalized Subsurface Profiles (Figures 2A through 2G), individual boring logs and hand auger records are
included in the Appendix. Stratification lines shown on boring logs and profiles are intended to represent
approximate depths of changes in soil types. Naturally, transitional changes in soil types are often gradual and
cannot be defined at particular depths. Ground surface elevations shown on the logs were estimated from Wake
County GIS and should be considered approximate.
Approximate final grade elevations are shown on profiles for borings performed during the second phase of
exploration (Figures 2A and 2B). Final grade elevations should be considered approximate.
3.1 Surface Materials
Topsoil was encountered at most soil test borings with thicknesses varying from about 3 to 5 inches. Topsoil is
typically a dark-colored soil material containing roots, fibrous matter, and/or other organic components. Topsoil is
unsuitable for engineering purposes.We note that the transition from topsoil to underlying natural soils may be
gradual. Actual topsoil depths should be expected to vary across the site and will be thicker due to the removal of
tree root-mat in wooded areas.
Borings S-1 through S-3, C-1 and C-2 were performed in pavement areas and encountered asphalt and stone at
the surface. All hand auger borings were performed within paved and areas and also encountered asphalt and
stone. Asphalt thicknesses ranged from 4 to 24 inches and stone thicknesses ranged from 3 to 10 inches. Stone
depths in this report are based on measurements made in the field and should be considered approximate.
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
Table 3-1 —Existing Pavement Section Thickness
Test Location Asphalt(inches) Stone Base(inches)
S-1 6 5
S-2 6 5
S-3 24 3
C-1 7 12
C-2 3 4
A-1 6 8
A-3 5 8
A-4 5 7
A-5 5 6
A-6 5 6
A-7 41/2 6
A-8 5 5
A-9 5 5
A-11 5 4
A-12 5 4
A-13 6 4
A-14 4 7
A-15 5 5
A-16 51/2 41/2
A-17 8 10
A-18 10 4
3.2 Fill Soils
Previously placed fill soils were encountered in soil test borings C-1 and C-3 (performed for proposed canopies)
and hand auger borings A-1, A-5, A-9, A-12, and A-18. Fill soils were encountered to depths of about 3 feet
below ground surface and consisted of low to high plasticity silts and clays (USCS Classifications MH, CH and CL).
Fill soils were visually observed to be moist to wet. Based on results of standard penetration testing at locations
C-1 and C-3, fill appeared to be moderately well to well compacted.
3.3 Residual Soils
Residual soils were encountered below surface materials in all soil test borings (with the exception of S-3 which
found partially weathered rock beneath pavement) to depths of about 3 to 12 feet. Generally, residual soils were
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Geotechnical Engineering Report
RDU PE3 Parking Improvements illI
Morrisville, North Carolina III
S&ME Project No. 217662 Mr-
comprised of low to high plasticity silts and clays (ML, MH, CL, CH), and clayey and silty sands (SC and SM). SPT N-
values encountered within residual soils ranged from 4 to 80 bpf indicating soft to very stiff consistencies for silts
and clays and loose to very dense relative densities for sands.
3.4 Partially Weathered Rock
Partially weathered rock (PWR) was encountered in all borings (except B-3 and B-7) below residual soils or surficial
material. Borings B-3 and B-7 were terminated at a depth of 10 feet without encountering rock. PWR is defined as
having SPT N-values in excess of 50 blows per 6 inches (100 blows per foot) of split-spoon penetration.The PWR
encountered exhibited SPT N-values of 50 blows per 6 inches (50/6") to 50 blows with no apparent penetration
(50/0"). Partially weathered rock materials were generally sampled as sandy clays.
Auger refusal was encountered in 18 of the 54 soil test borings. Auger refusal is defined as material not able to be
penetrated by the drill rig augers and can represent less weathered PWR, boulders, or the top of parent rock.
Partially weathered rock and auger refusal data is summarized in Table 3-2 below. Depths to PWR and auger refusal
material are approximate.The elevations of PWR and auger refusal material will vary between borings.
Table 3-2— PWR & Auger Refusal Summary
Boring Approximate Approximate Approximate Top Approximate
Ground Surface Depth to PWR of PWR Elevation Depth to
Elevation(feet) (feet) (feet) Auger Refusal
(feet)
P-1 362 51/2 3561/2 151/2
P-2 365 51/2 3591/2 --
P-3 358 51/2 3521/2 11
P-4 354 3 351 7
P-5 346 3 343 61/2
P-6 342 3 339 81/2
P-7 337 41/2 3321/2 6
P-8 348 3 345 51/2
P-9 337 3 334 --
P-10 332 9 323 --
P-11 335 61/2 3281/2 --
P-12 348 61/2 3411/2 101/2
S-1 374 12 362 --
S-2 385 8 377 17
S-3 390 21/2 3871/2 4
S-4 362 51/2 3561/2 111/2
S-5 357 51/2 3511/2 --
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina ill
S&ME Project No. 217662
Ilr
Boring Approximate Approximate Approximate Top Approximate
Ground Surface Depth to PWR of PWR Elevation Depth to
Elevation(feet) (feet) (feet) Auger Refusal
(feet)
S-6 362 51/2 3561/2 71/2
S-7 355 61 348' --
S-8 328 61/2 3211/2 8
S-9 351 4 347 10
B-1 353 8 345 --
B-2 356 8 348 --
B-3 348 -- -- --
B-4 359 8 351 --
B-5 351 3 348 --
B-6 323 3 320 --
B-7 356 -- -- --
B-8 358 3 355 --
B-9 342 5Y2 336' --
B-10 344 3 341 --
B-11 354 51/2 348' --
B-12 360 51/2 354' --
B-13 348 3 345 --
B-14 356 3 353 --
B-15 369 5'h 363' --
B-16 356 5'/2 3501 --
B-17 348 3 345 --
B-18 349 3 346 --
B-19 367 5'/2 361' --
B-20 365 51 3591 14
B-21 336 51 3301 --
B-22 359 5'/2 3531/2 --
B-23 346 3 343 --
B-24 358 8 350 --
B-25 361 8 353 --
B-26 377 51/2 3711/2 14
B-27 383 8 375 --
B-28 374 3 371 --
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
Boring Approximate Approximate Approximate Top Approximate
Ground Surface Depth to PWR of PWR Elevation Depth to
Elevation(feet) (feet) (feet) Auger Refusal
(feet)
B-29 386 8 378 --
B-30 384 8 376 --
C-1 390 12 378 --
C-2 413 3 410 5
C-3 390 51/2 3841/2 101/2
3.5 Groundwater
Groundwater level measurements were attempted at termination of drilling in all borings. Water was observed in
boring B-25 at a depth of about 4 feet. Remaining soil test borings were observed to be dry above their cave
depths.
Groundwater was encountered in hand auger borings A-1, A-4, A-8, A-9, and A-18 at depths ranging from
immediately below surface material to 1 foot below the existing ground surface.
Groundwater elevations can be expected to fluctuate due to seasonal variations in rainfall, evaporation, and other
factors.Additionally, perched water conditions may exist during the typically wetter winter months above less
permeable fine-grained soils and at the interface between overburden soils and partially weathered rock. RDU
Airport, like other sites in this geologic formation, is known to have perched water conditions.
3.6 Subsurface Conditions —Existing Pavement Areas
Asphalt and crushed stone thicknesses at test locations are summarized in Table 3-1 above. Subgrade soils found
beneath the ABC stone generally consist of silts and clays with occasional sandier soils. Approximate soil CBR
values were determined based on correlations with Kessler DCP data. A wide range of CBR values was indicated.
However, lower CBR values were generally found in areas where moist to wet soil conditions were indicated. At
some test locations (A-8, A-18) water was observed within the core hole. We expect the water is entering the
pavement structure through cracks within the asphalt, and is then migrating laterally.
4.0 Laboratory Test Results
A Summary of Laboratory Test Data is presented in the table below with individual laboratory test results
presented in the Appendix.
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Geotechnical Engineering Report
RDU PE3 Parking Improvements illI
Morrisville, North Carolina III
S&ME Project No. 217662
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Table 4-1 - Laboratory Test Data Summary
Atterberg Limits Standard Proctor
Natural Opt. Max Dry
Sample Moisture Percent Moisture Unit
Boring Depth Content Fines (silt Liquid Plasticity Content Weight CBR'
ID (ft) (%) /clay) (%) Limit Index USCS (%) (pcf) (%)
HA** 0-3 9.9 46.0 28 9 SC 11.3 121.8 3.5
P-2* 0 - 5 9.9 52.9 30 12 CL 11.9 120.2 -
P-8* 0 - 5 10.5 46.2 27 8 SC 11.0 123.2 -
P-9* 0 - 5 9.8 54.7 31 13 CL 11.5 124.5 -
P-12* 0 - 5 8.6 51.2 30 13 CL 11.3 124.4 -
S-6* 0 - 5 12.1 56.1 31 12 CL 16.3 111.8 -
B-1* 1'-5' 18.4 73.4 50 26 CH 17.4 109.2 3.5
B-19* 1'-5' 7.3 56.6 35 14 CL 12.9 117.4 4.4
B-27* 1'-5' 10.7 71.7 45 23 CL 16.5 110.5 3.4
B-2 1'-2.5' 24.8 - 59 34 CH - - -
B-4 1'-2.5' 18.8 - 74 44 CH - - -
B-20 3.5'- 5' 7.1 36.9 - - SC - - -
B-27 3.5'- 5' 11.9 43.3 - - SC - - -
1Corrected CBR value at 0.1 inches of penetration.CBR specimen was compacted to 98%of its ASTM 698 maximum dry
density, near its optimum moisture content,and soaked for 96 hours.
*Bulk samples.
**Composite bulk sample
5.0 Geophysical Results
The SRT profiles presented in Figures 3B through 3E indicate P-wave velocities across the surveyed areas that
generally range from about 1,000 feet per second (ft/s) to 10,000 ft/s. Based on correlation with the geotechnical
borings performed relatively close to the SRT profiles,the residual soil overburden appears to have seismic
velocities generally less than about 3,000 feet per second (ft/s) (dark blue to light blue), the top of interpreted
weathered bedrock(PWR) appears to have seismic velocities between about 3,000 ft/s to 5,000 ft/s (green to
yellow), and auger refusal rock appears to consist of seismic velocities generally greater than about 5,000 ft/s
(orange, red to purple). The approximate locations of the nearby borings are overlain on the SRT geophysical
models for reference. In addition, contoured elevation plots of our interpreted top of weathered bedrock(-3,000
ft/s) and top of auger refusal rock (-5,000 ft/s) are presented based on extrapolated data from both the
geotechnical borings and the SRT data sets (Figures 3F through 31).
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
5.1 Geophysical Limitations
Regardless of the thoroughness of a geophysical survey, there is always a possibility that actual conditions may
not match the interpretations. The results should be considered accurate only to the degree implied by the
methods used and the method's limitations and data coverage. Accordingly, the possibility exists that not all
features at a project site will be located due to either subsurface soil conditions or the occurrence of features
outside the lateral limits and below the depth of penetration of the methods used. The geophysical method used
for this survey also has inherent limitations. Site activity (e.g., generators, heavy equipment, traffic, etc.) can cause
noise/interference in the data sets. Depth restrictions are also associated with seismic methods and the energy
source. Obtaining P-wave velocities is limited to geologic conditions in which velocities increase with depth, and
as such, a lower velocity layer beneath a high velocity layer would not be identified.
6.0 Conclusions and Recommendations
The following sections provide our conclusions and recommendations regarding site development and structural
foundation support. The recommendations are based upon review of test borings and laboratory test results, our
understanding of the proposed construction, engineering analyses, and experience with similar projects and
subsurface conditions. If structural loads, site grades or structure locations are different from those indicated, we
should be provided the opportunity to review and comment upon the recommendations of this report so that
they may be confirmed, extended, or modified as necessary.
Based on our review of provided project information, results of our exploration, and our experience with similar
conditions, the site is adaptable for the proposed project. Primary geotechnical considerations at this site will
include the following. More detailed information is presented in remaining sections of this report.
Difficult Excavation— Partially weathered rock was encountered in all borings at depths as shallow as
immediately below surficial materials. Blasting will likely be required to remove partially weathered rock
and auger refusal materials.
Overblasted Rock—All overblasted rock must be removed to sound, undisturbed materials prior to fill
placement or footing/slab construction.
Moisture Control of Fill — It will be important that fill is placed within the moisture limits indicated. Rock
materials will be very dry upon excavation and will require the addition of water.
Drainage Features— Undercutting and possible installation of French drains will be needed in drainage
features.
Cement Amendment—The upper 12 inches of subgrade within the expansion area should be amended
with cement. This includes all paved areas. Bus lanes be constructed using rigid (concrete) pavements
instead of asphalt pavements.
Foundation Support—Canopies, bus stops and shelters may be supported on shallow spread footings.
Based on assumed loads, the Police Facility may also be supported on spread footings, but ground
improvement could be needed to control settlement.
Repair of Existing Pavements— In some areas, repair will require removal of ABC stone and undercutting
of subgrade soils. Water was observed in some test locations, and a French drain may be necessary.
Construction traffic may damage some pavements that are currently performing satisfactorily under light
vehicle loads.
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Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
6.1 Earthwork—Expansion Areas
6.1.1 Site Preparation— General
Initial site preparation should include clearing of trees, grubbing of stumps, stripping of organics and topsoil, and
removing any other deleterious materials. Borings performed for this exploration indicate topsoil thicknesses of
about 3 to 5 inches. Construction equipment cannot effectively remove thin layers of topsoil, so stripping depths
of at least 6 inches should be used in determining quantities. Greater thicknesses of topsoil should be expected in
wooded areas. Logging operations often disturb the upper soils, mixing topsoil with undisturbed soils below, thus
increasing stripping depths. This is especially true if logging occurs during wet conditions.
In pavement areas where selective repairs are being performed, the existing asphalt and stone base should be
removed, and the subgrade soils excavated to accommodate the asphalt and pavement section recommended
below. Initial site preparation should include removal of existing asphalt pavement and underlying stone base
material. Borings performed for this exploration indicate asphalt thicknesses of about 4 to 24 inches and stone
thicknesses of about 3 to 10 inches.
Site grading will be difficult during periods of extended rainfall that generally occur during the winter and early
spring months. Near-surface soils are moisture sensitive, and when wet,will tend to rut and pump under
construction equipment traffic. In addition, these soils are difficult to dry during wet weather conditions.To reduce
potential earthwork problems, site preparation and grading should be scheduled during drier summer months, if
possible. If grading during wet weather is attempted, repair of near-surface soils and possible use of select off-site
borrow will be necessary to adequately prepare subgrades for new construction.
Heavy rubber-tired construction equipment should not be allowed to operate on exposed subgrades during wet
conditions. Even during drier periods of the year, we recommend that exposed subgrades be sloped and sealed at
the end of each day to promote runoff and reduce infiltration from rainfall. Water should not be allowed to pond
on exposed subgrades. To further reduce potential deterioration of exposed subgrades, construction traffic
patterns should be managed to limit equipment passes across the site. An "all-weather" surface may be necessary
for heavy construction traffic to reduce degrading the soil subgrade during construction. Options for stabilizing
surfaces include compacted crushed stone or chemical (cement) stabilization.
After stripping, exposed subgrades near final subgrade elevations or in areas requiring fill should be evaluated by
the geotechnical engineer. Evaluation of subgrade may include proof-rolling of the subgrade using a fully loaded,
tandem-axle dump truck or similarly loaded piece of construction equipment.Areas observed to be unstable
during proof-rolling must be repaired. Repair measures may include undercutting, discing and drying, use of
geotextile fabrics or crushed stone, or some combination of these.Actual repair measures will be influenced by
factors such as project schedule and weather conditions and can only be determined in the field.
6.1.2 Groundwater
Groundwater was encountered in boring B-25 at a depth of about 4 feet. Based on past experience, groundwater
in the Triassic Basin area is typically the result of perched water. During wet periods of the year or after prolonged
July 20, 2023 11

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
rainfall, water will likely be found perched above rock materials. Ditching and gravity drainage is typically
performed to control perched water conditions.
6.1.3 Drainage Features
We expect that undercutting of soft, wet soils along drainage features will be required. Undercut depths of up to 3
feet could be required. It may also be necessary to install French drains in some drainage features during site
grading.This will be a field decision during construction. If required, the French drain should consist of a backhoe
excavated ditch, filled with washed stone, and encapsulated by a geotextile filter fabric.The drain should daylight
to a suitable outlet point. French drains should generally be installed along existing drainage features. Exact
locations can only be determined during construction.
6.1.4 Highly Plastic Soils
Highly plastic soils were encountered in various portions of the site. We recommend high plasticity soils (plasticity
index of 25 percent or greater) not be present within 3 feet of final subgrade elevations below structures or within
2 feet of final subgrade elevations in the pavement areas. We recommend undercutting and replacing highly
plastic soils encountered within these zones with low plasticity, compacted structural fill.
Highly plastic soils may be used as fill at depths greater than described above if the specified compaction can be
achieved and the soils are stable during proof-rolling. Highly plastic soils are difficult to dry when wet.
6.1.5 Excavations - General
Based on the provided grading plan and subsurface conditions encountered in this exploration, excavations will
extend through moderate to high consistency residual soils, partially weathered rock and auger refusal materials.
Partially weathered rock was encountered in practically all borings and was indicated at shallow depths.
Moderate to high consistency residual soils can generally be excavated using conventional grading equipment
such as large track mounted backhoes. Excavation of the high consistency soils may be slow.
A portion of the partially weathered rock may be loosened by hard ripping, but the process may be very slow and
not compatible with the construction schedule. Also, ripping can create large rock pieces which must be broken
down prior to use as structural fill. As a result, our experience has been that blasting is often performed to pre-
loosen partially weathered rock and auger refusal materials prior to excavation.
Prior to blasting being performed, we recommend that a pre-blast survey be performed of any nearby structures
and that blast vibrations be monitored. The depth of blasting should be carefully controlled. Over-blasted
materials should be removed to expose sound materials prior to fill placement or foundation construction.This
recommendation is made because over-blasted materials can settle significantly due to the weight of new fill or
building loads. The contractor should control blasting to keep vibrations below acceptable levels and to achieve
the required particle sizes of blasted material.
Excavations should be sloped or shored in accordance with local, state, and federal regulations, including OSHA
(29 CFR Part 1926) excavation trench safety standards. The contractor is usually responsible for site safety. This
July 20, 2023 12

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
information is provided only as a service and under no circumstances should we be assumed responsible for
construction site safety.
6.1.6 Particle Size Control
Excavated partially weathered rock and rock should be broken down to acceptable particle sizes before being
used as structural fill. We recommend that the maximum particle size of fill not exceed 2 inches within structural
(building) areas and within 3 feet of pavement subgrades. Below 3 feet in pavement areas, the maximum particle
size should not exceed 4 inches. When placing rock materials in fill areas, soil must be used to fill any voids,
especially where larger particle materials are used. Rock pieces should not be stacked on top of each other, which
could create void spaces and lead to raveling of the soil fill.
6.1.7 Structural Fill
On-site soils may be used as structural fill provided they contain less than 5% organics and are free of deleterious
materials. Recommendations provided above regarding particle size and placement of highly plastic soils should
be followed.
If off-site borrow is required, it should meet the following:
USCS classification of ML, CL, SM, SC, or some combination of these.
Low plasticity soil (with a liquid limit less than 50% and plasticity index less than 25%).
A standard Proctor maximum dry density of at least 95 pcf.
Maximum particle sizes as described in section 6.1.6 of this report.
• Less than 3% organics.
• Free of deleterious materials.
• Moisture content is maintained at -1 to +3 percent of its optimum moisture content.
Structural fill soil should be placed in thin lifts and compacted to at least 95 percent of the standard Proctor
maximum dry density (MDD) (ASTM D 698). The top 12 inches beneath pavements and structures should be
compacted to at least 98 percent. The moisture content of structural fill should be maintained at -1 to +3 percent
of the materials' optimum moisture content. In addition to meeting the compaction criteria, compacted fill must
be stable under heavy rubber-tired construction equipment.
The soil moisture will have to be manipulated during site grading. Partially weathered rock and auger refusal
materials will be very dry when excavated and will require the addition of water prior to use as structural fill. It will
be very important that adequate moisture is added and the moisture criteria described above are met. Triassic
materials that are placed and compacted in a dry condition will settle significantly once moisture reaches them.
Fill placement and compaction should be observed by a qualified soil technician working under the supervision of
the geotechnical engineer. An appropriate number of soil density tests should be conducted to confirm that
adequate fill compaction is achieved.
July 20, 2023 13

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
6.1.8 Slope Stability Analysis
Fill and cut slopes are required at the proposed pond locations and other areas of the site. The maximum slope
height is approximately 30 feet and is designed at an inclination of 3:1 (horizontal to vertical).
A slope stability analysis was performed utilizing Rocscience software and laboratory shear strength analysis
results. Results of the analysis indicate that a well compacted slope will have a factor of safety of at least 1.5
against a deep-seated slope failure condition. A factor of safety of 1.5 is considered acceptable for this condition.
As with any slope, proper fill placement and compaction will be important to long term performance. Prior to fill
placement, the exposed subgrade should be proofrolled to determine stability. Areas which rut or pump should
be undercut or otherwise repaired prior to fill placement. Fill placement should begin near the toe of slope and
progress toward the crest so that compaction equipment can operate on a relatively horizontal plane. Fill
compaction should be the same as that recommended in section 6.1.7. Compaction equipment has difficulty in
compacting soils along the slope face. As a result, we recommend that the slope be overbuilt and then cut back
to the design configuration, leaving the slope face well compacted.
6.1.9 Cement Amendment of Subgrade Soils
Our initial report for this project, dated November 28, 2022, recommended cement amendment for proposed bus
lanes but did not address parking and drive areas. The second phase of our geotechnical exploration included
performance of hand auger borings within existing pavement areas. At some test locations, subgrade soils
indicated relatively low CBR values and were wet. The loss of strength of soils once they become wet often leads
to premature pavement failure. Because it is not practical to prevent all water from entering subgrade soils over
the pavement life, we recommend that all pavements, including bus lanes, drive aisles and parking areas, include
soils amended with cement as described below.
We recommend the upper 12 inches of subgrade soil in all areas of the proposed expansion be chemically
amended using cement. Cement amendment should be performed at least 5 feet outside of pavement limits.The
cement amendment will help to reduce shrink/swell potential (of higher plasticity soils) and provide a more
durable, stable final subgrade for pavement support. To the extent practical, utility lines should be installed
before cement amendment is performed. The percentage of cement required should be determined by laboratory
testing. Based on past experience, we expect that 5 percent cement (based on dry weight of soils) can be used as
a preliminary cement content for amendment beneath proposed pavement surfaces.
Cement amendment methods should be performed in general accordance with the 2018 North Carolina
Department of Transportation (NCDOT) "Standard Specifications for Roads and Structures", Section 542. Cement
should only be applied in areas that can be initially mixed and sealed during the day of application. Cement
should not be applied in windy conditions.
6.2 Pavements
Our experience indicates that asphalt pavements do not perform well when exposed to the heavy loads,
starting/stopping and turning of bus traffic. We recommend that bus lanes be constructed as rigid (concrete)
pavement sections and that asphalt pavements not be used.
July 20, 2023 14

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
Within parking and drive aisles, asphalt pavements may be used. Cement amendment outside of bus lanes should
be performed to reduce subgrade deterioration and reduce weather delays.
Pavement design procedures are based on AASHTO "Guide for Design of Pavement Structures" (1993) and
associated literature.Anticipated traffic loading information was provided by John Holmes in an email on
November 3, 2022 and confirmed on June 22, 2023. Equivalent Single Axle Load (ESAL)values used in our analyses
are as follows.
Table 6-1 — ESAL Values
Location Approx.ESAL Value
Passenger Vehicle Parking (1-2 vehicles per day) 10,000
Drive Aisles (2,250 vehicles per day— no bus traffic) 25,000
Bus Drive Lanes (900 buses per day) 9,300,000
The pavement analysis was based on an initial serviceability index of 4.2 (4.5 for concrete) and a terminal
serviceability index of 2.0 and a reliability of 85 percent.
6.2.1 Design CBR Value
Laboratory testing indicated a CBR value of 3.5 percent. For cement amended subgrades we used a design CBR
value of 10 percent.This is based on past experience with cement amended soils.
6.2.2 Asphalt Pavement—Parking Stalls and Drive Aisles
Recommended asphalt sections are provided below. Table 5-2 provides recommended pavement sections for
cement amended subgrade soils using a design CBR value of 10 percent.
July 20, 2023 15

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina I I I
S&ME Project No. 217662
Table 6-2 —Asphalt Pavement Sections — Cement Amended Subgrade (CBR = 10%)
Passenger Passenger
Vehicle Parking Vehicle Drive
Material Type Stalls Aisles(25,000
(10,000 ESALs) ESALs)
Asphalt Surface
Course (S-9.5B) 3 inches* 1.5 inches
Asphalt Intermediate 2.5 inches
Course (119.0C)
ABC Stone Base 6 inches 6 inches
*Placed in two lifts.
All materials and construction methods should conform to the 2018 edition of the NCDOT "Standard
Specifications for Roads and Structures." In-place density tests of subgrade soils and crushed stone base course
should be performed by a qualified soils technician and the area should be thoroughly proof-rolled under his
observation.
Asphaltic concrete should conform to Section 610 in the 2018 edition of the NCDOT "Standard Specifications for
Roads and Structures." Sufficient testing and observation should be performed during pavement construction to
confirm that the required thickness, density, and quality requirements of the specifications are achieved.
Our experience indicates that pavement maintenance is necessary due to normal weathering of the asphaltic
concrete. Normal weathering (i.e., oxidation) causes asphalt to become more brittle resulting in loss of tensional
strength.This loss in strength can cause minor cracking which provides access for water infiltration into the stone
base and subgrade. As the degree of saturation of the subgrade increases, the strength of the subgrade decreases
leading to pavement failure. Routine maintenance in the form of sealing, patching, and maintaining proper
drainage is required to increase pavement life. It is not uncommon for overlays to be required after 10 to 12 years.
6.2.3 Concrete Pavement
The concrete pavement design for bus lanes was performed using 9,300,00 ESALs. The compressive strength of
the concrete was assumed to be 4,000 psi. For cement amended subgrades we used a modulus of subgrade
reaction of 225 pci assuming 8 inches of compacted ABC stone. We have assumed that load transfer across
contraction (saw)joints will be handled by dowels.We have assumed a majority of the bus lane will be a single
concrete lane. However, where two lanes of concrete pavements are present (e.g. bus stops), tie bars should be
installed along longitudinal construction joints.
Based on NCDOT Standard Drawings for Concrete Pavement Joints (drawing 700.01, sheets 1 and 2), dowel bars
should be 1-'/8 inch in diameter, 16 inches long and spaced 12 inches on-center along transverse contraction and
construction joints.Tie bars should be 5/8 inch in diameter, 30 inches in length, and spaced at 21/2 feet on-center.
Aggregate base course should meet the material and compaction requirements stated in the "Asphalt Pavement"
section above.
July 20, 2023 16

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
The table below presents our recommended concrete pavement section thicknesses.
Table 6-3 — Concrete Pavement Section
Bus Drive(with
Material Type Cement Amended
Subgrade)
Air Entrained Concrete (4000 psi) 9.5 inches
Aggregate Base Course (ABC) stone 8 inches
Cement Amended Soil Layer 12 inches
Maximum Joint Spacing 15 feet in all directions
Saw joints should be cut to a depth of at least 1/4 of the thickness of the concrete pavement to promote shrinkage
cracking along the joint.The ABC stone should be compacted to at least 98 percent of its modified Proctor
maximum dry density.
6.3 Foundation Recommendations —Bus Shelters and Canopies
Based on loading information provided by RS&H, we have assumed the bus shelters and canopies will be
supported on shallow spread footings with maximum column axial loads of 25 kips. Based on our evaluation,
building foundations can be supported on shallow footings designed for an allowable net soil bearing pressure of
3,000 pounds per square foot (psf). This bearing pressure assumes that the footings will bear in approved natural
soils or compacted structural fill, and that the site is prepared as recommended herein.This includes undercutting
low-consistency soils, and proper placement and compaction of structural fill.
If water collects in any excavations, it should be removed promptly. Care should be exercised during construction
of foundations in order not to disturb bearing soils and reduce their bearing strength. Concrete for the footings
should be placed as soon as practical following excavation. If concrete placement is delayed, placement of a
concrete "mud mat" on exposed bearing soils should be considered.
6.3.1 Bearing Depth and Dimension
Footings should bear at least 18 inches below exterior grade to avoid frost penetration and develop the design
bearing capacity. Continuous wall footings should be at least 18 inches wide and isolated column footings should
be at least 24 inches wide. This recommendation is made to prevent a localized or"punching" shear failure
condition which can occur with very narrow footings.
6.3.2 Footing Evaluations
The bottom of footing excavations should be evaluated by the project geotechnical engineer(or a soils technician
working under their direction) using a hand auger and dynamic cone penetrometer (DCP) to gauge the
consistency of subgrade soils and determine that subsurface conditions beneath foundation elements are
July 20, 2023 17

Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina III
S&ME Project No. 217662
consistent with those encountered in the soil borings. Foundation subgrades that are unstable should be over-
excavated and replaced with compacted ABC stone.
6.4 Foundation Recommendations —Police Facility
The Police Facility building is in preliminary design. Based on a proposed height of 2-4 stories,we expect that
column loads may be on the order of 400 kips. We expect that shallow foundations can be used for support.
Depending on actual column loads and building location, ground improvement (aggregate piers, rigid inclusions,
etc.) could be required to limit settlement. Final foundation recommendations can be provided once design is
further advanced.
6.5 Pavement Rehabilitation
Pavement deterioration has occurred in various areas of the existing P3 lot. Typical forms of deterioration include
cracking and rutting of pavement. RS&H has identified general areas requiring repair. We understand the
following general procedure will be followed during repair:
Areas exhibiting deterioration will be further evaluated during construction. Provided stone base and
subgrades are determined to be stable, repair will include milling and overlay.
Where instability exists, asphalt will be removed and ABC stone will be excavated. Repair of subgrade
soils will be partially dependent on the size of area requiring repair. If sufficiently large areas exist,
cement amendment of soil can be performed, followed by replacement of stone and asphalt.
It is likely that most areas of deterioration and instability will not be sufficiently large to allow for cement
amendment. In these areas, repair will consist of undercutting of softened soils and placement of
additional ABC stone to reach the top of stone elevation. The depth of undercutting needed will be a
field decision. In some situations, placement of a geogrid beneath ABC stone may reduce the amount of
undercut needed.
Based on results of our field testing within existing pavements, we expect that subgrade instability will likely be
present in the areas around test locations A-1, A-5, A-8, A-9, A-11, A-12, A-16, A-17 and A-18. Exact areas can
only be determined in the field.
Water was observed at cored locations A-8 and A-18. We expect that water is entering the pavement structure
through cracks in the asphalt. Depending on water conditions observed during construction, it may be necessary
to install a shallow French drain to transport water to a nearby storm drain inlet or other suitable outlet point.
This will be a field decision.
Existing pavements are exposed to primarily light traffic. Construction equipment will exert much heavier loads
than the pavement has previously experienced. As a result, construction activities may cause additional
deterioration in areas that are currently performing satisfactorily. The contractor should plan pavement repair
measures to avoid channelized traffic to the extent practical.
July 20, 2023 18

4111,
Geotechnical Engineering Report
RDU PE3 Parking Improvements
Morrisville, North Carolina
S&ME Project No. 217662 I I I
7.0 Qualifications of Report
This report has been prepared in accordance with generally accepted geotechnical engineering practice for
specific application to this project. The conclusions and recommendations contained in this report are based
upon applicable standards of our practice in this geographic area at the time this report was prepared. No other
representation or warranty either express or implied, is made.
We relied on project information given to us to develop our conclusions and recommendations. If project
information described in this report is not accurate, or if it changes during project development, we should be
notified of the changes so that we can modify our recommendations based on this additional information if
necessary.
Our conclusions and recommendations are based on limited data from a field exploration program. Subsurface
conditions can vary widely between explored areas. Some variations may not become evident until construction.
If conditions are encountered which appear different than those described in our report, we should be notified.
This report should not be construed to represent subsurface conditions for the entire site.
Unless specifically noted otherwise, our field exploration program did not include an assessment of regulatory
compliance, environmental conditions or pollutants or presence of any biological materials (mold, fungi, bacteria).
If there is a concern about these items, other studies should be performed. S&ME can provide a proposal and
perform these services if requested.
S&ME should be retained to review the final plans and specifications to confirm that earthwork, foundation, and
other recommendations are properly interpreted and implemented. The recommendations in this report are
contingent on S&ME's review of final plans and specifications followed by our observation and monitoring of
earthwork and foundation construction activities.
July 20, 2023 19

Appendices

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SITE PLAN PROVIDED BY RS&H. `' - " `'� _ y '.-- ,� -
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SCALE:
SITE CONCEPTUAL PLAN NOT TOSCALE FIGURE NO.
_ — DATE: lAII : RDU PE3 PARKING IMPROVEMENTS 7/6/2023
NATIONAL GUARD DRIVE PROJECT NUMBER:
MORRISVILLE, NORTH CAROLINA 217662

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•
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, ,•:'r' .. .,ti- 4.,,i I . • ..y. '�•• q, , *"t;• ''th ' 1.• 5'- iiiI ,, +'- .� • +,.:; y: i' s :. ..� �,� ;''.� `'-� �• 'due to refusal below -�'
mat t\ t ► y1 ` a • r; it r '' j r t . �t # �►✓ 4. 2. P-•f a_ *_ it
! /' i •�}�lk�f, .� s 1+- •� ,. 'p , 2 _ asphalt/stone
+*6 tP..' 7. ' 1'`r, 1 e'er• 1 , 4T d'? 1. �• - , ., . �� 1j � 1' f' 1� .• \ ••i•• • JR� '�11, �- _�-•�• v�- �i, • 1*-11 : •1� ��•%w. i - r �. L, f!` 0 .■ •P-4 C - t�, •� P-1 v 1 �• •t.` � I •j • •3 =•~ • . ' •` •�,.�"'M1...).}.;, .jet.....„ r,.., .
le, ;: :' :� r� �; ,c '� <::'' :► LEGEND
�i REFERENCE: ••1\� .t• r 'i 4j ;, }, ,.ceps EfanCh; •r} ,. y •k �wJ�r Approximate Boring Location
P GOOGLE EARTH AERIAL IMAGERY MODIFIED BY a s+�.� ;r R #, r i• +% S ...` *', u k * t �4,�.h' +e
,. 1 S&ME. ,,,ve v,f,d �• _.i. I , i f . e...r r ' ?-' �':,;R� , J4 KR i # s -7 I.: •• 1,�. ' • i'f Approximate Hand Auger Location
1- `•-. ', ' ' +' ..4114I •,L7r•7'��' t * ' „• �,� 1 •a . . , �•, . ;!4 ' i ' # • t ..' ; � (♦ ' ',i�.'tE , ,it . t ;: ' +' _ aJ� i'.. al'
SCALE:
TEST LOCATION PLAN NOT TOSCALE FIGURE NO.
.i . DATE:
1B
III = RDU PE3 PARKING IMPROVEMENTS 7/6/2023
NATIONAL GUARD DRIVE PROJECT NUMBER:
MORRISVILLE, NORTH CAROLINA 217662

' I`I.'• ' Ict
� ,,•t••yam: _ 1
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r ••• • ==tt► ,. ! i I• �k • • • ` �1,, r ,'.f '�►�► j •• ,•V 7' ,r ~v •` „. ¢ ' �'�►�` t •f N 1• �3 S. , �' ��• 1
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jr4
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. -� 4i,, I. " ; f - 4: �� ,� ,�•I`,.aj,.. -�• ` '. f•♦ , ,
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s' �. .._'. ,., Y� 7� t •i:". 1 ,7 N '-t" • '; ' # ,; •'� 1 LEGEND
. c �{** `} * .s g#• jl',,.ri �,. / • "b .« it.,,- ir • . "t i . J L !T '13T,
i 17 .ogr ♦. ,S SS. " �' '! ♦ , + ' •r, rt Approximate Boring Location-July
'� REFERENCE: �. 'r 4 � ,.�e.; ran`h r> . • . t �'' 4� 2022 Borings
P• ' GOOGLE EARTH AERIAL IMAGERY MODIFIED BY �` '.• �' r , ♦'' S ~� *,, b tit r t 1'41 �'i ' ._ y� S •4_ `•, '
,,. r S&ME. ? 'wt�� .q� .� �"d' R��'• j - -• , . i• f f 1 , � � � .t 1 p ��* s t �F i
•t ie IF. �• _ ;, C ,..),,it?-el'.,,,R 14 R 6•t -'' i-.'. . 1I ' --•+ /7 Profile Cross Sections
SCALE: FIGURE NO.
TEST LOCATION PLAN — PREVIOUS BORINGS NOT TO SCALE
,ii . - DATE:
1 C
III RDU PE3 PARKING IMPROVEMENTS 7/6/2023
NATIONAL GUARD DRIVE PROJECT NUMBER:
\k.... MORRISVILLE, NORTH CAROLINA 217662

• -_ - , inter tion -
�t
IIil 1 4.,
t col , --,
,r . I� 1 1 ` C-2 —
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-
sai 1 . '
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-
las
Ir.
�' `- I•1 1 n LEGEND
REFERENCE: _ t ,_ - .i Approximate Boring Location-July I
GOOGLE EARTH AERIAL IMAGERY MODIFIED BY - ( fir• 1-I 2022 Borings
S&ME. Ili 11.111 - �� '�,
i.
SCALE: FIGURE NO.
_ TEST LOCATION PLAN — PREVIOUS BORINGS NOT TO SCALE
Li
DATE:
IImewRDU PARKING IMPROVEMENTS 7/6/2023 1 D
MORRISVILLE, NORTH CAROLINA PROJECT NUMBER:
217662

z a
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LEGEND
, wir
REFERENCE: eu '' :�` \ Aroximate Borin Location-Jul
0 PP ' g Y
GOOGLE EARTH AERIAL IMAGERY MODIFIED BY Neori414
02g,'-.,. ' - 0
•,.
,.�.--ate ,� kilk,41 \ ..4 - -
SCALE: FIGURE NO.
TEST LOCATION PLAN - PREVIOUS BORINGS NOT TO SCALE
, , DATE: � E
III am—
' RDU PARKING IMPROVEMENTS 7/6/2023
MORRISVILLE, NORTH CAROLINA PROJECT NUMBER:
217662

et
Proposed Final Grades
R
391 vM's Z 391
389 2.0 389
iu
387 Tyr 23'_-_-•,r/ 50/6" 387
IN > - ----1.. 50/5"
385 w Z � AR 4.0
0.5'.- ft 385
383 0.9 ii 4
383
3.0
381 --ii 3g 381
5.5
379 _ii 63 379
8.0--
377 7 -_- 50/3" 377
375 5, z 375
373 0,5_'8,-----
373
0.9 a5 HC
371 3.0 I;150;4
" 371
369 "a 5
17.0 369
367 -----,l---b AR 367
17.0 ft
365 . 7 > >
To 365
TO
La
363 12.0 'h z z 363
361 0.3 Q.3- 361
-� 50/6" M 23 in 3 =/ 6
Legend Key 359 3.0 - 3.0 359
53 2 FA 56 al
Residuum 357 HC 5.5 0 3 5.5 > 357
50/3" , 50/5" v, Z
355 �` 5II/3" 3. __17 7.3- 355
0.3- w
s AR 7.5 ,a N T 353
Asphalt 353 HC- 5013" ---/i 72 ft 3.0 `� 10 - m
5.5 I Z
351 24.0 --- 50/2" 11.5 - _3 . 50/4" i� 34 0.3 351
�i�, ABC 349 AR
♦!•�... 11:5 ft F:5- �� 18 349
_- so/z" d_ _ _ ___:
so/6"
F��s ••f1. 347 4'0E45of4" 347
50/6"
MrInterme... 345 -_- -30/3" 345
Geomat...
343 50/1" -HC 343
50/2"
ML 341 --- -_- so/2" IMIMIMIMIMIMIM� 10.0 341
AR
10.Oft
SM 339 HC _-- 50/3" 339
I:{ •:t i• 337 HC -_- 50/3" 337
1 MH 335 335
333 0 50/2" 333
- 25.0
-t.' " ' Topsoil 331 24.0 50/1" 3 331
R
�• 329 vim`, Z 329
SC 327 4.3 " 9 327
325 3.0 325
/ /! !/ CL •--- " 41
323 323
i!! !! 321 6.5 0 50/4"HC illbr 321
319 8,0_AR IQ 319
ft
Q AT TIME OF DRILLING SCALE: Not to scale FIGURE NO.
MEW Generalized Subsurface Profile- Bus Shelter Borings
The depicted stratigraphy is shown for illustrative purposes only and is not warranted.Separations between different strata may be gradual and likely vary
considerably from those shown.Profiles between nearby borings have been estimated using reasonable engineering care and judgement.The actual subsurface Er END OF DRILLING DATE: Jul 07,2023 n
conditions will vary between boring locations. III Illft RDU Parking Improvements /1
= AFTER DRILLING Morrisville, North Carolina NUMBER: 217662

d
3
366 a > 366
365 Z 365
u, 0.3 R��
364 a . 364
363 a > 11 7
363
362 z 3.0 ' 362
361 0.3 . .� 70 361
360 �l 5-.5___. m 360
359 3.0 a > 359
358 ! F 50/5" z 358
60 0.3 �..�
357 5.5 1 - . 357
356 i50/3" „--22 3 356
355 50/4" 3,0 Q > 355
354 ' a z
353 �� 50/d A 76 0.3 a e� 354
5.5____ 1I 353
352 -�3pJ5"3.0 .i__16 352
351 HC le
�� 50/5" 351
350 HC HC -50/4' a) 350
349 ON 50/4" To 9 N >- 349
a a
348 50/3" arim 50/4' a,e� Z E IMIRM! z 348
11.0- HC '^ o 0.3 0.4
347 15:5- 9
19.0 - 50/3" AR 7.0 AR 7.0 a 347
Z 26 4
346 AR 11.0 ft ft 0.3.`�.. 3.0- '� 3.0 �� 346
345 15.5-ft
i 6 w 50/1" 345
344 i 3 344
343 3.0 4a > 5.5_ �' 36
1 343
342 I-50f3"0.3 Z AR 5:5 6.5 50/6" 342
341 HC . ft " 341
340 6.5 -- SVf2"3.0- --�� 10 - - 340
339 AR 6-.5 = 3 -HC ON 50/4" 339
338 ft 13 56/6" 4 > $ To
10.5 338
a Z a Z 3 Aft
To
Legend Key 336 +Je SII/Z" 337
0.3� . 0.3 R��. a 1O.5ft 336
335 6 ! __fig Z
334 8.5 �� 3.0- ,' w 0.3•�' 335
c m 334
333 Aft 5.�5 4.5 �� -50/6" 0-50/6" a z 3.0 '� 7 333
111 Residuum 332 11C _ 0 3-��-
331 ft 6.0 AR 6.0 50f0 ►� 50/6" 1 27 332
331
330 ft �! 9 330
Topsoil 329 - - - - - 3.0 6-.5 329
328 ►i 50/6" ! `/� 50/4" 328
22
327 5.5 , 327
CL
1
326 I 50/4" 326
325 �1 -41 325
SM 324
324
323 ----_. 50/4"9.0 ---l-so/3" 323
322 HC 322
_
I nterme... 321 _- _. sots 321
Geomat... 320 320 319
ML 318
319 18.5 50/1" - _. HC
50/4" 318
317 317
316 HC- 50/3" 316
1 SC 20.0
J.:'; 315 315
f•- , `� 314 314
ON 50/4" 313
313 --
312 20.0 312
4 AT TIME OF DRILLING SCALE: Not to scale FIGURE NO.
Generalized Subsurface Profile- Pond Borings
The depicted stratigraphy is shown for illustrative purposes only and is not warranted.Separations between different strata may be gradual and likely vary
considerably from those shown.Profiles between nearby borings have been estimated using reasonable engineering care and judgement.The actual subsurface Er END OF DRILLING DATE: Jul 07,2023 D
conditions will vary between boring locations. III RDU Parking Improvements D
= AFTER DRILLING Morrisville, North Carolina NUMBER: 217662

al 1 1'
391 > 391
Z
389 1.6 Wii 11 8 \i/ 2 2' 389
.
mTo
387 3 0 m 387
Z
� y
" 22 m 0.3."e'
385 5.5 o > s 385
Nit
z
1 11 \if _
383 I' 24 0.3. 3.0 coZ 383
8.0 1/ 14 43 0.3
111
381 NC 33 3.0 19e " j 11 381
50 1.
3.0
379 HC " !l--42 41 s 379
12.0 8.0 N To
.1I 5.5
377 -- 141 9.0 E3 50/5" n Z 377
50/3" 8.0 a 56 0.3�
3
375 _ 9.0 _. 50/4" 8.0 16 375
50/5„ 30Ii
373 0.3�� - II 41 373
17
18.5 50/0" 3 0 HC 5.5
371 -
0 50/3" -- �� 50/5„
369 371
HC El s0/6" HC 369
ea 50/4"
-- 50/1" __- HC
367 -- 367
365 9.0 50/2" __ 365
19.0 MI 50/6"
Legend Key
363 14.0 50/3" 363
Asphalt m .1, 14.Oft
al
361 0.3�� Z INm 361
•...• N' 3.0I1u1 m z 0.3 m 2 359
To
Ill.`•w..
CL 357 MI 38 0.3 I „ 22 357
//ili s
/1 29 3.0
/l 3.0
l// s.s
ML 355 8.0 '� 49 355
7/1
62 " 70 5.5 ,
353 0 so/6" 353
50/3"
Sod and HC 170
HC
Topsoil 351 HC HC 050/6" 351
CL-ML
349 8.0 C3 50/5" 349
w
3
347 14.0 m >
50/2" s, 347
m Z -
SC 345 0 3--. 14.5 Kd-50/4" 345
17
,1 Intermediate
.1," 15.0 IS0/6" 3.0 343
r'r'r--
ii - Geomateriale 50/3"
341 HC---- 341
+c°e/ r CH HC
S r C3 50/5"
3.B,., 339 339
I
9.0 C3 50/5"
336.00 337 337
FIGURE NO.
4 AT TIME OF DRILLING SCALE: Not to scale
The depicted stratigraphy is shown for illustrative purposes only and is not warranted.Separations between different strata may be gradual and likely vary
0 Generalized Subsurface Profile
considerably from those shown.Profiles between nearby borings have been estimated using reasonable engineering care and judgement.The actual subsurface Er END OF DRILLING DATE: Oct 17,2022 2C
conditions will vary between boring locations. III IMMEL RDU Parking Improvements
= PROJECT
AFTER DRILLING Morrisville, North Carolina 217662
NUMBER:

3 3'
360 3 360
v Too
fr
Co Z
0.3 I
358 I
358
a) 61
16
7 3
we-I j 9 j
°0 z CO z 3.0
356 0.3 4' `•`^ 0.3 356
HC I 56
21 22
354 3 354
. ,
o >
3.0 3.0 Co Z
III I
0.3 simc''
HC 47
MI
352 HC 50/3"pi 61 352
8.0 15
HC Y HC
350 = — Z 50/3"co To S. 50/6" 350
.,
°° Z 39 10.0
0.3 Mini 33
348 348
5.5
31 43 9.0 X 50/4"
66
346 3.0 10.0 43 346
I 50/4 3 8.0
o o
m Z
344 0.4 ' S0/4 344
HC 10.0 ' '
I so/5"
42
342 342
Legend Key 3.0
Sod and ___
,v••w . Topsoil 9.0 M so/s" ----
i•, s�.. 340 50/' 340
HC
CH
kill•
ML 338 H� 50/4^ 338
;i; - Intermediate10 r;r;ri--_ Geomaterial
336 336
334.00 9.0 50/3"
FIGURE NO.
Q AT TIME OF DRILLING SCALE: Not to scale
The depicted stratigraphy is shown for illustrative purposes only and is not warranted.Separations between different strata may be gradual and likely vary
0 Generalized Subsurface Profile
considerably from those shown.Profiles between nearby borings have been estimated using reasonable engineering care and judgement.The actual subsurface Er END OF DRILLING DATE: Oct 17,20222 D
conditions will vary between boring locations. III IMMEL RDU Parking Improvements
= PROJECT
AFTER DRILLING Morrisville, North Carolina 217662
NUMBER:

4 4'
370 \lif Ln R \fr 370
N
m z
0.3
EIZEME a
368 a, z ' 368
°' z 1 10
0.3 "
366 H� 366
10 ri46
364 3 0 5.5 364
41 1/ 50/5"
362 5.5 362
50/5" Ell 50/3"
360 -- 9.0 360
d
3
co To
Z 50/5" 00 z
358 0.3 358
v
0
11111
39 o f0
m Z
356
0.3 .u' '" 356
co 3.0
3
HC«___
354 HC 0.3 ''`mM Z �1-5 -' 11 354
--1/ 50/5" 3.0
22 v
352 " 50/3" m > 47 352
Legend Key 3.0 z
0.3 MM. 5.5
Sod and -----
I
-•e•• N. 350• Topsoil 69 350
HCson" 33iii 66
ML --- 9.5 HC
19.0 —' 50/1" HC 3.0 8.0
348 X 50/4" 348
//// CL �� 50/5"
/•////
. 50/3"
///// 9.5
';1;1;1; - Intermediate 346 - 346
r ri r r= Geomaterial 9 0 50/1" HC
13 KW
+3'3' CH 344 344
•r CL-ML
I►ig 50/3"
342 9.0 342
340.00
FIGURE NO.
4 AT TIME OF DRILLING SCALE: Not to scale
The depicted stratigraphy is shown for illustrative purposes only and is not warranted.Separations between different strata may be gradual and likely vary
0 Generalized Subsurface Profile
considerably from those shown.Profiles between nearby borings have been estimated using reasonable engineering care and judgement.The actual subsurface Er END OF DRILLING DATE: Oct 17,2022 C
conditions will vary between boring locations. III IMMEL RDU Parking Improvements C
= PROJECT
AFTER DRILLING Morrisville, North Carolina 217662
NUMBER:

5 5'
o To
366 IN_
Nik 366
z
0.3
364 364
53
362 3.0 3 362
N
80 rn
rl
360 5.5 0.3.1- z 360
50/5" 1I
358 j1 18 358
3.0
356 50/1" I= Z .!� 54 356
HC 0.35.5
354 18 ►� 5015" 354
3.0 ,� 6 6•
352 ��� 73 352
14.0 50/1" . 9.0 ►� 50/5"
AR 5.5
350 14.0 ft pi
3 to > 350
50/5" o > `1 > m
ti co
m z m z m z
348 9.0 50/3" 0.3 0.3��' 0.3�� :::
!•1I 273.0 j1
344 ? X 36 Iso)s"
m m gl 5o/3" 344
C > 5.5
co Z HC
342 0.3 ►. 50/5" --50/2" 342
46 HC^--- ---
340 21 340
3.0 9.0 -_- 50/1" 9.0 ►R 50/5"
10.0 50
338 X 25 g 338
5.5 m >
z 336
HC Z 50/6" 0.3�'�� :::
24
9.5 50/4" 3.0
332 ■,l 46 332
5.5
330 330
�
1 50/3"
328 328
Legend Key 9.0 • 50/3"
326 326
,. Sod and ai
Topsoil To
324 m > 324
z
ML 0.3 -
.
322 322
"
27
fiF:f f:Ft SC 320 3.0 320
318 318
;i;i, - Intermediate
PIP,ri--_ Geomaterial HC kl 50/4"
316 316
313.00 314
9.0 050/5" 314
FIGURE NO.
Q AT TIME OF DRILLING SCALE: Not to scale
& Generalized Subsurface Profile
The depicted stratigraphy is shown for illustrative purposes only and is not warranted.Separations between different strata may be gradual and likely vary iii
IMP
considerably from those shown.Profiles between nearby borings have been estimated using reasonable engineering care and judgement.The actual subsurface Er END OF DRILLING DATE: Oct 17,2022 C
2 conditions will vary between boring locations. III ANEW
IMMEL RDU Parking Improvements r
= PROJECT
AFTER DRILLING Morrisville, North Carolina 217662
NUMBER:

Canopy Borings
414 \if N > 414
U z \if
0.3 t
412 -0.6 412
11 58
410 3.0 410
_. 50/4"
408 5.0 50/0" 408
AR 5.0
ft
406 406
404 404
402 402
400 400
398 398
396 396
394 394
392 w w 392
3 3
To To
390 0.6 u Z 0.3"D�'M' Z 390
1.6 MI 8 1'
388 1 12 388
Legend Key 3.0 3.0
386 I� 22 17 386
Asphalt I
5.5 5.5 L .
:,,,a1 ft ABC 384 1 24 HC - " 50/1„ 384
..•i•L•' 8.0 382
382
50/1"
ML HC �' 33
380 10.5 380
;I;i;i; Intermediate AR so/o°
ri0r'r' Geomaterial 378 12.0 10.5 ft 378
'I''''
Al, %.H ,V, Sod and
' ':1' a� Topsoil r so/3"
u'• %� ��', p 376 376
" " CL
/,r,r/
//////1/1/ 374 374
371.00
372 18.5 c 50/0 372
FIGURE NO.
Q AT TIME OF DRILLING SCALE: Not to scale
The depicted stratigraphy is shown for illustrative purposes only and is not warranted.Separations between different strata may be gradual and likely vary
0 Generalized Subsurface Profile
considerably from those shown.Profiles between nearby borings have been estimated using reasonable engineering care and judgement.The actual subsurface Er END OF DRILLING DATE: Nov 23,2022 ^
conditions will vary between boring locations. III �_ RDU Parking Improvements `j
= PROJECT
AFTER DRILLING Morrisville, North Carolina 217662
NUMBER:

Appendix II - Soil Test Boring Logs

Summary of Exploration Procedures
The American Society for Testing and Materials (ASTM) publishes standard methods to explore soil, rock and
ground water conditions in Practice D-420-18, "Standard Guide for Site Characterization for Engineering Design
and Construction Purposes." The boring and sampling plan must consider the geologic or topographic setting. It
must consider the proposed construction. It must also allow for the background, training, and experience of the
geotechnical engineer. While the scope and extent of the exploration may vary with the objectives of the client,
each exploration includes the following key tasks:
• Reconnaissance of the Project Area
• Preparation of Exploration Plan
• Layout and Access to Field Sampling Locations
• Field Sampling and Testing of Earth Materials
• Laboratory Evaluation of Recovered Field Samples
Evaluation of Subsurface Conditions
The standard methods do not apply to all conditions or to every site. Nor do they replace education and
experience, which together make up engineering judgment. Finally, ASTM D 420 does not apply to environmental
investigations.
Reconnaissance of the Project Area
We walked over the site to note land use, topography, ground cover, and surface drainage. We observed general
access to proposed sampling points and noted any existing structures.
Checks for Hazardous Conditions - State law requires that we notify the North Carolina (NC 811) before we drill
or excavate at any site. NC 811 is operated by the major water, sewer, electrical, telephone, CATV, and natural
gas suppliers of North Carolina. NC 811 forwarded our location request to the participating utilities. Location
crews then marked buried lines with colored flags within 72 hours. They did not mark utility lines beyond
junction boxes or meters. We checked proposed sampling points for conflicts with marked utilities, overhead
power lines, tree limbs, or man-made structures during the site walkover.
Boring and Sampling
Soil Test Boring with Mud Rotary Drilling
Soil sampling and penetration testing were performed in general accordance with ASTM D1586, "Standard Test
Method for Penetration Test and Split Barrel Sampling of Soils. Rotary drilling processes were used to advance
the hole and a heavy drilling fluid was circulated in the bore holes to stabilize the sides and flush the cuttings. At
regular intervals, drilling tools were removed and soil samples were obtained with a standard 1.4 inch I. D., two-
inch O. D., split barrel sampler. The sampler was first seated six inches to penetrate any loose cuttings, then driven
an additional 12 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer blows
required to drive the sampler through the two final six inch increments was recorded as the penetration resistance
(SPT N) value. The N-value, when properly interpreted by qualified professional staff, is an index of the soil
strength and foundation support capability.

Soil Test Boring with Hollow Stem Auger Drilling
Soil sampling and penetration testing were performed in general accordance with ASTM D 1586, "Standard Test
Method for Penetration Test and Split Barrel Sampling of Soils". Rotary drilling processes were used to advance
the boreholes. At regular intervals, the drilling tools were removed and soil samples were obtained with a
standard 1.4 inch I. D., two-inch O. D., split barrel sampler. The sampler was first seated six inches to penetrate
any loose cuttings, then driven an additional 18 inches with blows of a 140-pound hammer falling 30 inches. The
number of hammer blows required to drive the sampler through the two intermediate six inch increments was
recorded as the penetration resistance (SPT N) value. The N-value, when properly interpreted by qualified
professional staff, is an index of the soil strength and foundation support capability. The bottom 6 inches of each
sample recovered in the split barrel sampler was placed in a glass jar, closed with a screw top lid, and labeled.
Hand Auger Borings
Auger borings were advanced using hand-operated augers. The soils encountered were identified in the field by
cuttings brought to the surface. Representative samples of the cuttings were placed in plastic bags and
transported to the laboratory.
Dynamic Cone Penetrometer (DCP) testing was performed in conjunction within the borings in general accordance
with ASTM STP 399, "Dynamic Cone for Shallow In-Situ Penetration Testing". At selected intervals, the augers were
withdrawn and soil consistency measured with a dynamic cone penetrometer. The conical point of the
penetrometer was first seated 1-3/4 inches to penetrate any loose cuttings in the boring, then driven two
additional 1-3/4 inch increments by a 15 pound hammer falling 20 inches. The number of hammer blows required
to achieve this penetration was recorded. When properly evaluated by qualified professional staff, the blow count
is an index to the soil strength. Hand auger borings were backfilled with soil cuttings after termination of drilling.
Soil cuttings removed from each hole were collected as a bulk sample for laboratory testing.
Water Level Measurement
Subsurface water levels in the boreholes were measured during the onsite exploration by measuring depths from
the existing grade to the current water level using a tape.
Backfilling of Borings
Once subsurface water levels were obtained, boring spoils were backfilled into the open bore holes. Bore holes
were backfilled to the existing ground surface or bottom of pavement surface.
ii

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES CONSISTENCY OF COHESIVE SOILS
(Shown in Graphic Log)
STD. PENETRATION
RESISTANCE
r CONSISTENCY BLOWS/FOOT
I Fill
!.!.!A Very Soft 0 to 2
■ Soft 5 to 8
Asphalt Firm 5 to 8
Stiff 9 to 15
o ° Concrete Very Stiff 16 to 30
4 : Hard 31 to 50
Very Hard Over 50
Topsoil
RELATIVE DENSITY OF COHESIONLESS SOILS
° o. Gravel
STD. PENETRATION
RESISTANCE
Sand RELATIVE DENSITY BLOWS/FOOT
Very Loose 0 to 4
Silt Loose 5 to 10
Medium Dense 11 to 30
Dense 31 to 50
Clay Very Dense Over 50
Organic SAMPLER TYPES
Silty Sand (Shown in Samples Column)
Shelby Tube
Clayey Sand
y y m Split Spoon
Sandy Silt 11Rock Core
_• No Recovery
Clayey Silt
Sandy Clay TERMS
PFF Silty Clay Standard - The Number of Blows of 140 lb. Hammer Falling
/./A Penetration 30 in. Required to Drive 1.4 in. I.D. Split Spoon
Partially Weathered Rock Resistance Sampler 1 Foot. As Specified in ASTM D-1586.
�\ y REC - Total Length of Rock Recovered in the Core
/ / Barrel Divided by the Total Length of the Core
/// Cored Rock Run Times 100%.
RQD - Total Length of Sound Rock Segments
Recovered that are Longer Than or Equal to 4"
(mechanical breaks excluded) Divided by the
WATER LEVELS Total Length of the Core Run Times 100%.
(Shown in Water Level Column)
V = Water Level At Termination of Boring
= Water Level Taken After 24 Hours
= Loss of Drilling Water
HC = Hole Cave

PROJECT: RDU Parking Improvements BORING LOG: P-01
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/10/2023 ELEVATION: 362 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 15.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.854201 LONGITUDE: -78.788184
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
1— w = SAMPLE NO. �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H pL--LL w
0 20 40 60 80 100
I i i i i
0 0.3 \TOPSOIL,3" / 362-
SANDY LEAN CLAY(CL),firm,tan,moist
1-3-5 —
55-1 N=8 •
E A (18 in)
S
-o —
3.0 v SILTY SAND(SM),trace rock fragments,
very dense,brown,fine to medium 1N 1 602
1 SS-2 grained,moist ••
5— / (18 in) 357—
5.5 PWR,sampled as brown,sandy clay,fine 26 50/4" —
' SS-3 to medium grained,moist N=50/4" • —
(11 in) —
30-50/4" —
SS-4 N=50/4" � —
(11 in) —
10— 352-
2
_Hole Cave at —
11.5 feet
— 0 55-5 50/3" • J
— (3 in) N=50/3" —
15— 347-
-Auger refusal 15.5 Borehole terminated at 15.5 feet /
_at 15.5 feet
20— 342—
GROUNDWATER DATE DEPTH REMARKS
(FT) iiir
ATD 4 lik &
END OF DRILLING St 04/10/2023 Not encountered,hole caved @ 11.5' —
AFTER DRILLING = I I I
AFTER DRILLING i
gli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-02
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/10/2023 ELEVATION: 365 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 19.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.853570 LONGITUDE: -78.788004
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
x ^ BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) Lu
H PL--LL w
o 20 40 60 80 100
_ I I I I I
0 0.3 \TOPSOIL,3" J 365-
SANDY LEAN CLAY(CL),trace rock
-
/
fragments,firm,brown gray,moist 2-3-4
SS-1 N -
•
E / (18 in)
S
- -6 -
3.0 .1,' SILTY SAND(SM),very dense,red brown,
cc
- =
fine grained,moist 13-23 47
SS-2 N-70 •
5- / (18 in) 360-
5.5 PWR,sampled as red brown,sandy clay,
-
_
SS-3 fine to medium grained,moist 36-50/5" -
N=50/5" • -
(12 in) -
45-50/3" -
----�/ SS-4 N=50/3 •• -
(10 in) -
10- 355-
- 2 ---- -
w
50/5" -
15-Hole Cave at 350-
15.0 feet
- 0 SS-6 50/3" • -
19.0 (3 in) Borehole terminated at 19.0 feet / N=50/3" _
20- 345-
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/10/2023 Not encountered,hole caved @ 15' -
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-03
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/10/2023 ELEVATION: 358 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 11.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.853680 LONGITUDE: -78.787635
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H PL--LL w
O 20 40 60 80 100
i i i I I
0 0.3 \TOPSOIL,3" / 358-
SANDY SILT(ML),trace rock fragments,
— / 2-4-18 —
very stiff,brown gray,moist N=22
SS-1 •
E / (18 in)
S
— ° —
3.0 .� SILTY SAND(SM),trace rock fragments,
I very dense,brown gray,fine to medium 1N 3 762 =
1 SS-2 grained,moist •
5— / (18 in) 353—
5.5 _ PWR,sampled as brown gray,sandy clay,
/1 SS-3 fine to medium grained,moist 50/5" • —
(6in) N=50/5" —
g 50/4"
—Hole Cave at
►� SS-4 •8.5 feet (5 in) N=50/4" —
10— 348—
_Auger refusal 11.0 Borehole terminated at 11.0 feet /
—at 11.0 feet —
15— 343-
-
20— 338—
GROUNDWATER DATE DEPTH REMARKS
(FT) iiir
ATD 4 lik &
END OF DRILLING St 04/10/2023 Not encountered,hole caved @ 8.5' —
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-04
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/10/2023 ELEVATION: 354 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 7.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.853072 LONGITUDE: -78.787567
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
I I I I I
0 `t. \TOPSOIL,4" _/ 354—
0.3 E SILTY SAND(SM),medium dense,red 2-3-13 —
D brown,fine to medium grained,moist
SS-1 N=16 •
(18 in)
3.0 PWR,sampled as red brown,sandy clay, 12-50/4"
1 SS-2 fine to medium grained,moist N=50/4" •— ___ (11 in) —
5— o 349—
— ---0 SS-3 50/4" • —
(4in) N=50/4" -
-Auger refusal 7.0 Borehole terminated at 7.0 feet / —
_at 7.0 feet _
Hole Cave at _
_7.0 feet
10— 344-
15— 339-
-
20— 334—
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
ilP
END OF DRILLING St 04/10/2023 Not encountered,hole caved @ 7'
AFTER DRILLING = I I I �_
AFTER DRILLING
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-05
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/05/2023 ELEVATION: 346 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 6.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.849507 LONGITUDE: -78.786878
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
1- w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H PL--LL w
o 20 40 60 80 100
I i i i i
0- u•. At. TOPSOIL,4" 346-
0.3 E SANDY LEAN CLAY(CL),firm,tan,moist 2 2 4 •
-
D
CU
S 55-1 N=6 �
(18 in)
3.0 PWR,sampled as brown gray,sandy clay, 28-39-50/3"
55-2 fine to medium grained,moist N=50/3" •
- --- (16 in)
5- c.7 341-
4_
Hole Cave at SS-3 50/2" • -
_6.0 feet 6.5 (2 in) Borehole terminated at 6.5 feet / N=50/2"
_Auger refusal _
at 6.5 feet
10- 336-
15- 331-
-
20- 326-
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/05/2023 Not encountered,hole caved @ 6' -
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-06
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/05/2023 ELEVATION: 342 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 8.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.848898 LONGITUDE: -78.785865
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
1— w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
I i i i i
0 0.3 \TOPSOIL,3" / 342=
E CLAYEY SAND(SC),loose,tan,fine to 2-3-7 —
D medium grained,moist N=10
-° SS-1 •
cc (18 in)
3.0 PWR,sampled as brown gray,sandy clay, 23-50/6"
SS 2 fine to medium grained,moist N=50/6" • —
(12 in) —
5— 337—
2
SS-3 50/2" • —
No recovery. 2
_Hole Cave at (2 in) N=50/2"
6.5 feet
_Auger refusal 8.5 Borehole terminated at 8.5 feet / —
at 8.5 feet
10— 332-
15— 327-
20— 322—
GROUNDWATER DATE DEPTH REMARKS
(FT) iiir
ATD 4 lik &
END OF DRILLING St 04/05/2023 Not encountered,hole caved @ 6.5' —
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-07
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/05/2023 ELEVATION: 337 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 6.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.848048 LONGITUDE: -78.785884
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
1— w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
0 0.3 \TOPSOIL,3" J 337-
SANDY SILT(ML),firm,tan gray,moist
— 2-2-4 —
E SS-1 N=6 •
-0 (18 in)
w
cc 17 20-28-50/6" _
SS-2 N=50/6" •
5 4.5 )A (18 in) PWR,sampled as brown gray,sandy clay,o 332=
fine to medium grained,moist
Hole Cave at
— SS-3 0/0" • —
_5.5 feet 6.0 Borehole terminated at 6.0 feet
(0 in) / N 5 50/0" —
_Auger refusal _
at 6.0 feet
10— 327—
15— 322-
-
20— 317—
GROUNDWATER DATE DEPTH REMARKS
(FT) iiir
ATD 4 lik &
END OF DRILLING St 04/05/2023 Not encountered,hole caved @ 5.5' —
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-08
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/05/2023 ELEVATION: 348 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 5.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.848597 LONGITUDE: -78.786870
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
1— w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H PL--LL w
o 20 40 60 80 100
i i i I I
0 `t. \TOPSOIL,4" J 348-
0.3 E CLAYEY SAND(SC),medium dense, 3-10-15 —
D brown gray,fine to medium grained, N=25
55-1 moist •
(18 in)
3.0 SS-2 PWR,sampled as brown gray,sandy clay, 50/1" •
fine to medium grained,moist
2 (1in) N=50/1" —
— —
5— 343—
—Auger refusal 5.5 Borehole terminated at 5.5 feet / —
at 5.5 feet
10— 338—
15— 333-
-
20— 328—
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 gik &
END OF DRILLING St —
AFTER DRILLING = I I I �_
AFTER DRILLING
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-09
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/04/2023 ELEVATION: 337 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 18.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.845927 LONGITUDE: -78.785850
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
x ^ BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
0 0.3 \TOPSOIL,3" / I I I I 337-
E SANDY LEAN CLAY(CL),trace rootlets,— 3-4-9 —
stiff,brown tan,moist
_ I
11 SS-1 N=13 •
, 1
3.0 PWR,sampled as brown gray,sandy clay,
19-50/6" —
fine to medium grained,moist
SS 2 N=50/6" •
— (12 in) —
5— 332—
— 50/6" —
�� SS-3(6 in) N=50/6" • —
50/6" —
— „ (6 in) N=50/6" • —
10— 327-
— 2 ---- —
w
- - - -0 SS-5 50/4" • J
(sin) N=50/4" —
15—_Hole Cave at 322
15.0 feet
—
18.5 I SS-6 Borehole terminated at 18.5 feet / 50/1" • —
(1 in) N=50/1" —
20— 317—
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/04/2023 Not encountered,hole caved @ 15' —
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-10
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/04/2023 ELEVATION: 332 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 20.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.845381 LONGITUDE: -78.786005
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
1— w = SAMPLE NO. �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
I i i i I
0 0.3 \TOPSOIL,3" / 332-
SANDY LEAN CLAY(CL),stiff,tan,moist
— 4-4-5 —
551 N=9 •
(18 in)
3.0 SANDY SILT(ML),very stiff,tan,moist 9-9-13
E 7 I N=22 —
= SS-2 •
-6 (18 in)
5= v 327=
5.5 �J SILTY SAND(SM),dense,red brown,fine 13 19 22 —
to medium grained,moist N=41J
—
SS-3 •
(18 in)
23-50/5"— SS-4 N=50/5" • —
9.0 (12 in) PWR,sampled as brown gray,sandy clay,
10— fine to medium grained,moist 322—
SS-5 50/4" • J
(, !Ig]
(sin) N=50/4" —
15— 317-
-
Hole Cave at _
16.0 feet
SS-6 50/4" • —
(3in) N=50/4" —
20— 20.0 Borehole terminated at 20.0 feet / 312—
GROUNDWATER DATE DEPTH REMARKS
(FT)
ATD 4 lik &
END OF DRILLING St 04/04/2023 Not encountered,hole caved @ 16' —
AFTER DRILLING = I I I �_
AFTER DRILLING
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-11
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/04/2023 ELEVATION: 335 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 20.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.844837 LONGITUDE: -78.786407
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
x ^ BLOW COUNT 0
r w = SAMPLE NO. �
c "2 c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
on N-value) H pL--LL w
0 20 40 60 80 100
_ I I I I I
0 `.. TOPSOIL,4" 335-
0.3 SANDY SILT(ML),trace clay,trace
'1
1 I rootlets,firm,brown,moist 3N=4
7 -
55-1 N 7 •
(18 in)
E
— S ' ' —
3.0 CLAYEY SAND(SC),trace rock fragments,
medium dense,brown gray,fine to 4-9-18 -
SS-2 medium grained,moist N-27
q •
5- (18 in) 330-
-
24-50/4" -
6.5 " 2 PWR,sampled as sandy clay,trace rock N=50/4" • -
- (1 in)2 -
fragments,brown gray,fine to medium _
-
grained,moist
0 SS-4 50/4" •- ---- (5 in) N=50/4" —
10— 325-
- g
(9 50/5" _/// (6 in) N=50/5" •
- -
15- 320-
-
Hole Cave at _
16.0 feet
- 0 SS-6 50/3" • -
(3 in) N=50/3"
20- 20.0 Borehole terminated at 20.0 feet / 315-
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/04/2023 Not encountered,hole caved @ 16' -
AFTER DRILLING = I I I
AFTER DRILLING i
gli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: P-12
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/04/2023 ELEVATION: 348 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 10.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.844405 LONGITUDE: -78.786987
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
I i i i i
0 .u•. :.w TOPSOIL,5" 348=
0.4 SANDY LEAN CLAY(CL),stiff,red brown,
N=9 —
1moist
•
(18SS-1 N 9 in)
— E —
3.0 n SILTY SAND(SM),dense,brown gray,fine 13-16-20
to medium grained,moist N=36 —
_ SS-2 •
5— (18 in) 343—
— 27-50/6" —
6.5 ' 55-3 N=50/6" •
(12 in) PWR,sampled as brown gray,sandy clay, —
fine to medium grained,moist
—
0 00 SS-4 50/4" •— ---- (4 in) N=50/4" —
Hole Cave at
10— 338—
_9.5 feet
—Auger refusal 10.5 Borehole terminated at 10.5 feet 7_at 10.5 feet
15— 333-
-
20— 328—
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/04/2023 Not encountered,hole caved @ 9.5' —
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-1
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 2
DATE DRILLED:04/06/2023 ELEVATION: 374 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 24.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.854352 LONGITUDE: -78.789878
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H pL--LL w
0 20 40 60 80 100
i i i I I
0 ASPHALT,6" 374—
— 0.5 ..:i AGGREGATE SUBBASE,5" —
0.9 I SS-1 SANDY ELASTIC SILT(MH),firm,brown, 2-2-3
—
1 moist N=5 •
(18 in)
3.0 SANDY SILT(ML),firm,brown,moist —
2-2-3
SS2 N=5 •
5 (18in) 369-
— E 3-3-3 —
v SS-3 •(cc I 18 in)
3-3-4
SS-4 N=7 •
10— (18 in) 364—
I
12.0 PWR,sampled as brown gray,sandy clay,
fine to medium grained,moist
SS-5 50/6" •
— N=50/6" —
(6 in)
15— 359—
1
Hole Cave at
— 15-27-50/3" —
—18.Ofeet SS-6 N=50/3" • —
• (16 in) —
20— I 354-
i -
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/06/2023 Not encountered,hole caved @ 18' —
AFTER DRILLING = I I I
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-1
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 2 of 2
DATE DRILLED:04/06/2023 ELEVATION: 374 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 24.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.854352 LONGITUDE: -78.789878
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H pL--LL w
o 20 40 60 80 100
PWR,sampled as brown gray,sandy clay, _
g fine to medium grained,moist
5S-7 50/2" 0 —
24.0 (2 in) Borehole terminated at 24.0 feet / N=50/2" _
25— 349—
30— 344—
35— 339—
40— 334—
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/06/2023 Not encountered,hole caved @ 18' —
AFTER DRILLING = I I I
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-2
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/06/2023 ELEVATION: 385 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 17.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.854274 LONGITUDE: -78.790815
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
1— w = SAMPLE NO. �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
to N-value) H pL--LL w
0 20 40 60 80 100
I I I I I
0 385—
ASPHALT,6"
_ 0.5 .:i AGGREGATE SUBBASE,5" —
0.9 _ j/ SANDY SILT(ML),soft,brown,moist 2-2-2
—
1 SS-1 N=4 •
(18 in)
3.0 SILTY SAND(SM),dense,brown gray,fine
E grained,moist 10-14-25
17 SS-2 N=39 •
—
5= .(Ti L (18 in) 380=
_ 5.5 SILTY SAND(SM),very dense,brown
gray,fine to medium grained,moist 24-28-35 —
SS-3 N=63 •
i18mn)
8.0 PWR,sampled as sandy clay,trace rock
Zi SS-4 fragments,gray,fine to medium grained, 50/3" • —
— (3in) N=50/3" —
moist
10= PO375=
o
—Hole Cave at —
28-50/4" —
13.0 feet If SS-5 N=50/4"
•(11 in)
15— 370=
_Auger refusal 17.0 Borehole terminated at 17.0 feet /
_at 17.0 feet _
20— 365—
GROUNDWATER DATE DEPTH REMARKS
(FT) iiir
ATD 4 lik &
END OF DRILLING St 04/06/2023 Not encountered,hole caved @ 13' —
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-3
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/06/2023 ELEVATION: 390 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH:4.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.854304 LONGITUDE: -78.792518
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
r u = SAMPLE NO. �
't ' z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H pL--LL w
0 20 40 60 80 100
i i i I I
0 ASPHALT,24" 390—
2.0 AGGREGATE SUBBASE,3" 8-50/6" —
2.3 12 in \PWR,sampled as sandy clay,trace rock N=50/6" • —
0 (SS-2) fragments,brown gray,moist 50/5" • _
_Auger refusal 4.0 I (6 in) Borehole terminated at 4.0 feet / N=50/5" _
5—at 4.0 feet 385—
Hole Cave at
4.0 feet
10— 380—
15— 375—
20— 370—
GROUNDWATER DATE DEPTH REMARKS
(FT) iiir
ATD 4 lik &
END OF DRILLING St 04/06/2023 Not encountered,hole caved @ 4' —
AFTER DRILLING = I I I �_
AFTER DRILLING
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-4
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/03/2023 ELEVATION: 362 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 11.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.850355 LONGITUDE: -78.790678
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
1— w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
I i i i i
0 `In \TOPSOIL,4" _/ 362—
0.3 CLAYEY SAND(Sc),trace clay,trace
— Ti 2-9-14 —
rootlets,medium dense,tan,fine to N=23
_ 55-1 medium grained,moist S _
E / (18 in)
S
— -6 —
3.0 .- SILTY SAND(SM),very dense,red brown,
cc
fine to medium grained,moist 12-24-29 =
1 SS-2 •N=53 �
5— / (18 in) 357-
5.5 PWR,sampled as red brown,sandy clay,
— ---0 SS-3 fine grained,moist 50/3" • —
(3 in) N=50/3"
L9 0 SS-4 50/3" •— --- (3 in) N=50/3" —
Hole Cave at
10— 352—
_9.5 feet _
—Auger refusal 11.5 Borehole terminated at 11.5 feet / —
at 11.5 feet
15— 347-
20— 342—
GROUNDWATER DATE DEPTH REMARKS
(FT) iiir
ATD 4 lik &
END OF DRILLING St 04/03/2023 Not encountered,hole caved @ 9.5' —
AFTER DRILLING = I I I
AFTER DRILLING i
gli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-5
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 2
DATE DRILLED:04/03/2023 ELEVATION: 357 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 25.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.848480 LONGITUDE: -78.790013
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
r w = SAMPLE NO. �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
_ I I I I I
0 0.3 \TOPSOIL,3" / 357-
SANDY SILT(ML),very stiff,tan brown,
— 1-7-10 —
moist N=17
ESS-1 •
= / (18 in)
0
— -° —
3.0 .1,' SILTY SAND(SM),very dense,red brown
— gray,fine to medium grained,moist N27-� •
5
5— / SS-2(18in) 352—
5.5 PWR,sampled as sandy clay,trace rock_
—l0 SS-3 fragments,red gray,fine to medium 50/4" • —
(5N=50/4" —
in) grained,moist —
S5-4 50/2" • —
(2 in) N=50/2" —
10— 347—
2 --- SS-5 50/1" •
— (1 in) N=50/1" —
15— 342-
- 0 SS-6 50/3" • —
(3in) N=50/3" —
20—Hole Cave at 337—
19.5 feet
GROUNDWATER DATE DEPTH REMARKS
(FT)
ATD 4 lik &
END OF DRILLING St 04/03/2023 Not encountered,hole caved @ 19.5' —
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-5
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 2 of 2
DATE DRILLED:04/03/2023 ELEVATION: 357 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 25.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.848480 LONGITUDE: -78.790013
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
1— w = SAMPLE NO. �
c z (RECOVERY) MATERIAL DESCRIPTION DATA NMCes
m (SPT N-value) 0 H PL--LL w
0 20 40 60 80 100
I I I I I
PWR,sampled as sandy clay,trace rock
fragments,red gray,fine to medium
grained,moist 17-50/2" —
SS-7 N=50/2" •
(8 in)
25— 25.0 Borehole terminated at 25.0 feet / 332—
30— 327—
35— 322—
40— 317—
GROUNDWATER DATE DEPTH REMARKS
(FT)
ATD 4 lik &
END OF DRILLING St 04/03/2023 Not encountered,hole caved @ 19.5' —
AFTER DRILLING = I I I
AFTER DRILLING i
gli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-6
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/03/2023 ELEVATION: 362 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 7.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.846447 LONGITUDE: -78.788866
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
I i i i i
0— .u•. At. \TOPSOIL,4" 362—
0.3 SANDY LEAN CLAY(CL),firm,tan brown, —
moist 2 2 4
SS-1 N=6 •
(18 in)
S
— o —
3.0 v SILTY SAND(SM),very dense,red brown,
ii fine to medium grained,moist 10-19-37
_ SS-2 N=56 •
5— (18 in) 357—
5.5 PWR,sampled as red brown,sandy clay, 50/5" —
Hole Cave at 2 SS-3 fine to medium grained,moist •
_6.0 feet (6 in) N=50/5" —
_Auger refusal 7.5 Borehole terminated at 7.5 feet 7
_at 7.5 feet
10— 352-
15— 347-
20— 342—
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/03/2023 Not encountered,hole caved @ 6' —
AFTER DRILLING = I I I �_
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-7
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 2
DATE DRILLED:04/04/2023 ELEVATION: 355 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 24.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.845792 LONGITUDE: -78.787574
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H PL--LL w
0 20 40 60 80 100
I I I I i
0 0.3 \TOPSOIL,3" / 355-
_ SANDY SILT(ML),trace rock fragments, —
I stiff,tan brown,moist 2-3-7
—
N=10 •
11
(1855-1 in)
E
- S -
3.0 SILTY SAND(SM),dense,red brown gray,
— w 'I fine to medium grained,moist 4-15-19 —
cc
1 55-2 N=34 • —
5— / (18 in) 350-
- 26-50/6" —
6.5 ' SS-3 N=50/6" •
(12 in) PWR,sampled as sandy clay,trace rock —
— _ fragments,red brown,fine grained, —
moist
50/6"SS-4
—
— — " (6 in) N=50/6" • —
10— 345-
-
- - - -m SS-5 50/2" • -'
— (2in) N=50/2" —
o
15— 340-
-
— 0 SS-6 50/3" • —
(3in) N=50/3" —
Hole Cave at
20— 335—
19.5 feet
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/04/2023 Not encountered,hole caved @ 19.5' —
AFTER DRILLING = I I I
AFTER DRILLING i
gli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-7
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 2 of 2
DATE DRILLED:04/04/2023 ELEVATION: 355 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 24.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.845792 LONGITUDE: -78.787574
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ C BLOW COUNT 0
r w = SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMCes
m (SPT N-value) H pL--LL w
o 20 40 60 80 100
PWR,sampled as sandy clay,trace rock
g fragments,red brown,fine grained,
moist
SS-7 50/1" • —
24.0 (1 in) Borehole terminated at 24.0 feet / N=50/1" _
25— 330—
30— 325—
35— 320—
40— 315—
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/04/2023 Not encountered,hole caved @ 19.5' —
AFTER DRILLING = I I I
AFTER DRILLINGgli
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-8
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/05/2023 ELEVATION: 328 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 8.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.847125 LONGITUDE: -78.787071
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
_ ^ BLOW COUNT 0
r w = SAMPLE NO. �
c "2 c z (RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
m (SPT N-value) H pL--LL w
0 20 40 60 80 100
i i i I I
0 '` TOPSOIL,4" / 328
0.3 SANDY SILT(ML),stiff,red brown,moist
— 3-4-5 —
551 N=9 •
(18 in)
E
3.0 SILTY SAND(SM),dense,red brown,fine
_ to medium grained,moist 13-20-21
SS2 N=41 • —
5 I (18 in) 323=
—
1 32-50/4" —
6.5 (11 in) PWR,sampled as red brown,sandy clay, —
fine to medium grained,moist
—
_Auger refusal 8.0 Borehole terminated at 8.0 feet /
at 8.o feet —
Hole Cave at
10-8.0feet 318-
15— 313-
20— 308—
GROUNDWATER DATE DEPTH REMARKS
(FT) iiir
ATD 4 lik &
gP
END OF DRILLING St 04/05/2023 Not encountered,hole caved @ 8'
AFTER DRILLING = III E AFTER DRILLING
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:S-9
Morrisville,North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:04/05/2023 ELEVATION: 351 ft NOTES: Boring location and elevation
DRILL RIG: CME 750 DATUM: NAVD88 should be considered approximate.
DRILLER: D Garrow BORING DEPTH: 10.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings with Hole Closure Device
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Anthony Marzulla LATITUDE: 35.849206 LONGITUDE: -78.788087
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`w STANDARD PENETRATION TEST DATA
NOTES F u z
x - BLOW COUNT 0
r u x SAMPLE NO-0 a . �
c z (RECOVERY) MATERIAL DESCRIPTION DATA NMC
m (SPT N-value) 0 H PL--LL w
0 20 40 60 80 100
I I I I I
0 0.3 \TOPSOIL,3" J 351-
_ SILTY SAND(SM),medium dense,brown —
G I
gray,fine to medium grained,moistN518 SS-1 •
(18 in)
a,
. 22-50/4" —
4.0 ' SS-2 N=50/4" •
(11 in) PWR,sampled as brown gray,sandy clay,
5— —
fine to medium grained,moist 346-
- —0 SS-3 50/3" •2 pi
(3 in) N=50/3"
l7
No recovery. 50/2"
_Hole Cave at SS-4 • —
8.5 feet ---- (2 in) N=50/2" —
10_Auger refusal 10.0 Borehole terminated at 10.0 feet / 341-
at 10.0 feet
15— 336—
20— 331—
GROUNDWATER DATE DEPTH REMARKS
(FT) iir
ATD 4 lik &
END OF DRILLING St 04/05/2023 Not encountered,hole caved @ 8.5' —
AFTER DRILLING = I I I
AFTER DRILLING
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),
AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-01
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 353 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 10.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.845446 LONGITUDE: -78.78833
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
u STANDARD PENETRATION TEST DATA
NOTES o z
I _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
o` 20 40 60 80
0—— 0.3 I I I I 353
\TOPSOIL4" / _
FAT CLAY(CH),trace rootlets,stiff to very
stiff,tan orange,slightly moist 4-7-8
_ SS-1 N=15 •
— /\ (18 in) —
Hole Cave at E 6-10-23
3.0 feet =
= N=33 —
_ -o SS-2 •
5— cc (18 in) 348—
5.5
SANDY SILT(ML),trace gravel,hard,red 11-19-24 —
with white,slightly moist_
SS-3 N=43 •
_ -
(18 in)
8.0
PWR,sampled as SANDY SILT(ML),trace 16 27 50/4"
— 2 . gravel,very hard,red gray,slightly moist —
SS-4 N=50/4" •
10.0 (16 in)
10- Borehole terminated at 10.0 feet _I343-
15— 338-
20— 333—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/28/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-02
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 356 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.845739 LONGITUDE: -78.78746
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC >
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
i i i i
0—— 0.3 \TOPSOIL4" / 356_
FAT CLAY(CH),trace rootlets,stiff,tan
4-5-6 —
orange,moist N=11 —
_ SS-1 •
_ (18 in) _
_ 3.0 _
E SILT(ML),hard,dark purple brown,moist 6-19-28
-o SS-2 N=47 •
5— cc (18in) 351—
5.5
SANDY SILT(ML),trace gravel,very hard,
dark red with gray,slightly moist 9-21-45 —
_ —
SS-3 •N=66 •
(18 in)
_Hole Cave at 8.0
_7.5 feet PWR,sampled as SANDY SILT(ML),trace 21-50/3" —
SS 4 gravel,very hard,dark red with gray, • —
9.5 (9 in) slightly moist
N=50/3"
10— \Borehole terminated at 9.5 feet / 346-
15— 341—
20— 336—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/28/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-03
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 348 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 10.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.846089 LONGITUDE: -78.78656
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES a u z
I _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
0—— 0.3 \TOPSOIL,TOPSOIL 3" / I I I I 348_
SILT(ML),with clay,trace rootlets,stiff, 3-6-8
—
orange tan,moist N=14 —
_ SS-1 •
_ (18 in) _
3.0 _
SILT(ML),hard,tan white,moist
7-15-21
SS-2 N=36 •— E —
_ (18 in)
5— 5.5 343—
SANDY SILT(ML),hard,pink gray to red
—Hole Cave at gray,moist 9 20 26
—
_6.0 feet SS-3 N=46 •
(18 in)
Trace gravel._ 14-17-33 —
SS-4 N=50 —
10— 10.0 II (18 in) 338—
\Borehole terminated at 10.0 feet / _
15— 333-
20— 328—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT) imir
ATD 4 07/28/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-04
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 359 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 10.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.845925 LONGITUDE: -78.78913
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES a u z
x _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC >
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
0—— 0.3 I I I I 359
\TOPSOIL 3" / _
— FAT CLAY WITH SAND(CH),trace rootlets, 5 6 10 —
very stiff,tan orange,moist N=16
SS-1 • _
_ (18 in) —
_ 3.0 _
SANDY SILT(ML),trace gravel,hard to very
E
hard,red with white,slightly moist 2N 2 560 —
-° SS-2 •_
N —
5—Hole Cave at cc (18 in) 354—
4.5 feet
Red gray. 14-20-27 —
SS-3 N=47 —
_
(18 in)
8.0
PWR,sampled as SANDY SILT(ML),very 9_12-50/6"
_ hard,purple and dark brown,slightly —
N=50/6"
— ^ SS-4 moist • _
10— 10.0 Eh (18 in) 349—
\Borehole terminated at 10.0 feet / _
15— 344-
20— 339—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/28/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-05
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 351 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 10.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.846300 LONGITUDE: -78.78813
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES . u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC >
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
i i i i
0_ 0.3 ' ` \TOPSOIL4" / 351 _
SANDY SILT WITH GRAVEL(ML),hard,tan 5 13 20 —
7 gray,slightly moist
/1 N=33 —
itE
SS-1 •(18 in)
3.0PWR,sampled as SANDY SILT(ML),few50/5"
xi SS-2 gravel,very hard,tan red to red gray, N=50/5" •(5 in) slightly moist5— 346—
_Hole Cave at 50/4"Z1 SS-3 •
6.0 feet (4 in) N •
=50/4" —
L —
9.0 I Z SS-4 50/3 •
(3 in) N=50/3" —
10— Borehole terminated at 10.0 feet / 341-
15— 336—
20— 331—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/28/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-06 )
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/29/2022 ELEVATION: 323 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.846670 LONGITUDE: -78.78719
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC >
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 ' ` \TOPSOIL4" / 323_
E SANDY SILT(ML),trace gravel,very stiff, q 16 11 —
1 7 tan orange,slightly moist
N=27 —
SS-1 •
cc (18 in) _
_ 3.0
PWR,sampled as SANDY SILT(ML),with 50/6" —
ZSS-2 gravel,very hard,pink gray to red gray, •
(6 in) slightly moist to moist N=50/6"
5— 318—
2 29-50/4"
SS-3 N=50/4" • -
- (10 in) —
Hole Cave at _
_7.0 feet
9.0 II Z 55-4 50/5" •
(5 in) Borehole terminated at 9.0 feet
N=50/5" —
10— 313-
15— 308-
20— 303—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/29/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-07
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 356 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 10.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.846660 LONGITUDE: -78.78959
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES a u z
x _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—— 0.3 \TOPSOIL 3" / 356_
SANDY SILT(ML),very stiff,tan orange,
slightly moist 7 10 12 —
SS-1 N=22 * —
_ (18 in) _
3.0
SANDY SILT(ML),trace rootlets,hard to
very hard,red gray,slightly moist 11-29-32 —
N=61 —
_Hole Cave at SS-2 •
5-4.0feet D (18 in) 351-
-a
cu
Trace gravel. 15-18-21 —
_ SS-3 N=39 —
(18 in)
Dark brown._ 13-21-45 —
SS-4 N=66 —
10— 10.0 II (18 in) 346—
\Borehole terminated at 10.0 feet / —
15— 341—
20— 336—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/28/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-08
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 358 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.847079 LONGITUDE: -78.78858
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES o u z
I _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 ' ` \TOPSOIL 3" / 358_
SANDY SILT(ML),few gravel,hard,white 3 8 31 —
7 to red,slightly moist
N=39it
SS-1 •— (18 in) -3.0PWR,sampled as SANDY SILT WITH22-50/5"
SS-2 GRAVEL(MlL),very hard,pink gray to darkN=50/5" •
— (11 in) d, lghlymoist —
5— 353—
38-50/3"SS-3 N=50/3" • —
_ (9 in) _
35-50/1"
9.5 ALX
SS-4 N=50/1" • —
(7 in)
10— Borehole terminated at 9.5 feet / 348-
15— 343-
20— 338—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD Q iMM &
END OF DRILLING —
AFTER DRILLING = I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-09
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 342 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.847443 LONGITUDE: -78.78764
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES o u z
x _. c BLOW COUNT 0
a = SAMPLE NO. i=
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC >
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—— 0.3 \TOPSOIL4" / 342_
SANDY SILT(ML),trace rootlets,trace
gravel,very stiff,tan orange,slightly moist 5 8 13 —
_ SS-1 N=21 • —
:_ (18 in)
— = —
3.0 cs
SANDY SILT(ML),very stiff,red with white, 8_10-15cc
—
moist N=25 —
_ SS-2 ••
5— (18 in) 337-
5.5
PWR• ,sampled as SILT(ML),few gravel, 12-50/6"
— X SS-3 very hard,red,moist N=50/6" • _
-Hole Cave at (12 in)
7.0 feet
29-50/4"
9.5 �jSS-4 N=50/4" • —
(10 in)
10— Borehole terminated at 9.5 feet / 332-
15— 327-
20— 322—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/28/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-10
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/25/2022 ELEVATION: 344 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.847371 LONGITUDE: -78.79001
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a, = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.4 ' ` TOPSOIL 5" 344_
_ SANDY SILT(ML),trace gravel,hard,tan
117 with brown,slightly moist7 22 20
SS 1 N=42 •ec
(18 in)— _
3.0SANDY SILT(ML),trace gravel,very hard, 33-50/6"
SS 2 red,slightly moistTi2N=50/6" •— icT) -X 5_HoleCaveat (12in) 339-
4.5 feet ro
_Hole Cave atSS-3 Light brown gray. 50/4" •_6.0 feet (4 in) N=50/4" _
c
— g 0 Z SS-4 50/3"With gravel,red brown. • —
(3 in) \Borehole terminated at 9.0 feet / N=50/3"
10— 334-
15— 329-
20— 324—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/25/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = 07/29/2022 not encountered I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-11
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/27/2022 ELEVATION: 354 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.847766 LONGITUDE: -78.78898
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES . u z
I _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
i i i i
0_ 0.3— \TOPSOIL 3" / 354_
SILTY CLAY(CL-ML),very stiff,tan with red, 7_9_13 —
moist
SS-1 N=22 * —
:_ (18 in)
3.0 cs
SANDY SILT(ML),trace gravel,very hard, 14-22-47
cc
_ red gray,slightly moist
— SS-2 N=69 • —
5— (18 in) 349—
Hole Cave at 5.5
5.0 feet PWR,sampled as SANDY SILT(ML),trace
50/4"—Hole Cave at Z1 SS-3 gravel,very hard,red gray,slightly moist N=50/4" • —
6.0 feet (4 in)
c�
1 . SS-4 50/1" • _
9'0 N=50
(1 in) Borehole terminated at 9.0 feet /1
10— 344-
15— 339-
20— 334—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT) imir ATD 4 07/27/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = 07/29/2022 not encountered I I I —
11,
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-12 )
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/29/2022 ELEVATION: 360 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.848165 LONGITUDE: -78.78807
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES . u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
i i i i
0—— 0.3 \TOPSOIL 3" / 360_
SANDY SILT WITH GRAVEL(ML),very stiff, 8-5-13 —
tan orange,slightly moist
SS-1 N=18 •
:_ (18 in)
3.0 cs
SANDY SILT(ML),very hard,red with
cc
white,slightly moist 25 22-32
SS-2 •
N=54 —
5— (18 in) 355-
5.5
PWR,sampled as SANDY SILT WITH 50/5" —
Hole Cave at Z] SS-3 GRAVEL(ML),very hard,red with white, N 50/5" •
— -
-6.0 feet (5 in) slightly moist —
c
9.0 i Z 55-4 50/5" •
(5 in) Borehole terminated at 9.0 feet
N=50/5" —
10— 350—
15— 345-
20— 340—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/29/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-13
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/29/2022 ELEVATION: 348 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.848584 LONGITUDE: -78.78695
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 ' ` \TOPSOIL4" / 348_
SANDY SILT(ML),trace rootlets,very stiff, 5 10 17 —
m7 tan orange,slightly moist
—
_ itE
SS-1 •(18 in) _
3.0PWR,sampled as SANDY SILT WITH30-50/3"SS-2 GRAVEL(ML),very hard,pink gray,slightly N50/3" •_ (9 in) moist _
5— 343—
wSS-3 50/2" •
— (2 in) N=50/2" —
Hole Cave at _
_7.0 feet
9.0 II Z 55-4 50/5" •
(5 in) Borehole terminated at 9.0 feet
N=50/5" —
10— 338—
15— 333-
20— 328—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/29/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-14
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/25/2022 ELEVATION: 356 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.848337 LONGITUDE: -78.79006
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES . u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 ' ` \TOPSOIL4" / 356_
SANDY SILT WITH GRAVEL(ML),very stiff, 6 8 13 —
m tan,slightly moist,trace organics(wood)
—
iliE
SS-1 •(18 in) _
3.0 _
PWR,sampled as SANDY SILT(ML),trace 13-33-50/3"
gravel,very hard,pink and gray,slightly N=50/3" •
XSS-2 moist
5—Hole Cave at (15 in) 351—
4.5 feet
Hole Cave at 0 Z] SS-3 50/3" •
_
6.0 feet + (3 in) N=50/3" —
9.0 ILZI SS-4 50/4" •
• —
N=50/4"
(4in) \Borehole terminated at 9.0 feet
10— 346-
15— 341—
20— 336—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/25/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = 07/29/2022 not encountered I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-15
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/25/2022 ELEVATION: 369 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.848682 LONGITUDE: -78.78922
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES o u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC >
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
0—_ 0.3 \TOPSOIL 3" / I I I I 369_
SANDY SILT(ML),stiff,light tan,moist,
black staining 3-4-6
SS-1 N=10 •
E (18 in)
—
iF _
3.0
7, SANDY SILT(ML),trace gravel,hard,pink cc
_Hole Cave at red,moist 14-17-29
_3.5 feet SS-2 N=46 —
5— (18 in) 364—
5.5
PWR,sampled as SANDY SILT(ML),trace 20-50/5"
gravel,very hard,pink red to pink gray,
SS-3 N=50/5" • —
— (11 in) moist —
c
9.0 i Z SS-4 50/3" •
— 3 N=50/3" —
( in) Borehole terminated at 9.0 feet /
10— 359—
15— 354-
20— 349—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/25/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-16
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/29/2022 ELEVATION: 356 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.849021 LONGITUDE: -78.78836
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
i i i i
0—_ 0.3 \TOPSOIL 3" / 356_
SANDY SILT(ML),trace rootlets,very stiff,
tan white,moist 4-8-10 —
_ SS-1 N=18 •
—
E (18 in)
—
iF _
3.0
7, SANDY SILT(ML),trace gravel,very hard,cc
_Hole Cave at light gray with red,slightly moist 17-31-42
_3.5 feet SS-2 N=73 • —
5— (18 in) 351—
5.5
PWR,sampled as SANDY SILT(ML),trace 24-36-50/5"
— —
7 gravel,very hard,purple brown,slightly N=50/5" —
SS-3 moist
—
_
w (17 in)
9.0 i Z SS-4 50/3" —
(3 in) Borehole terminated at 9.0 feet / N=50/3" —
10— 346-
15— 341—
20— 336—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/29/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-17
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/29/2022 ELEVATION: 348 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.849383 LONGITUDE: -78.78736
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
x _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
I I I
I
0_ 0.3 TOPSOIL 3" 348_
— E SANDY SILT(ML),trace rootlets,very stiff, 5 9 16 —
1 ) tan orange,slightly moist
N=25 —
SS-1 • _
cc (18 in) _
_ 3.0 _
PWR,sampled as SANDY SILT(ML),trace 19-26-50/5"
gravel,trace rootlets,very hard,red and N=50/5" —
SS-2 white,moist •
(17 in)
5— 343—
2 50/5" —
Hole Cave at c� N 55-3 No rootlets. •
— N=50/5"
6.0 feet (5 in)
SS-4 50/1" •
__L :
9.0
(1 in) Borehole terminated at 9.0 feet _ N=50/1"
10— 338—
15— 333-
20— 328—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT) imir
ATD 4 07/29/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-18
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/28/2022 ELEVATION: 349 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.849107 LONGITUDE: -78.79055
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
o` 20 40 60 80
I i i
0_ 0.3 \TOPSOIL4" / 349_
_ E SANDY SILT(ML),few clay,trace gravel,
10)7hard,light gray with red,slightly moist 7-16 276SS-1 N=43 •
aJ
� (18 in) _
_ 3.0 _
PWR,sampled as SANDY SILT WITH 19 50/4"
X SS-2 GRAVEL(ML),very hard,dark gray to red, N=50/4" •— il __. (10 in) slightly moist to moist —
5— 344—
2_ 13-50/5" —
_Hole Cave at SS-3 N=50/5"
•
6.0 feet ++ (11 in)
6 —
9.0 I Z SS-4 50/5 •
N=50/5" —
(5 in) Borehole terminated at 9.0 feet
10— 339—
15— 334—
20— 329—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/28/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-19
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/25/2022 ELEVATION: 367 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 19.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.849416 LONGITUDE: -78.78966
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
0—— 0.3 \TOPSOIL 3" / I I I I 367_
SANDY LEAN CLAY(CL),trace rootlets,stiff, 2-4-6
—
tan with orange,moist N=10 —
_ SS-1 •
E (18 in)
3.0 '
SANDY LEAN CLAY(CL),hard,pink gray, 17-16-25
cc
slightly moist N=41 —
_ SS-2 ••
5— (18 in) 362—
5.5
PWR,sampled as SANDY SILT(ML),trace 14-24-50/5" —
gravel,very hard,pink and red,slightly N=50/5" —
/ SS-3 moist •
L\ (17 in)
ZI SS-4 With gravel,gray and pink. 50/5" • —
(5 in) N=50/5" —
10— 357—
I
— g —
_Hole Cave at _
_12.5 feet 50/5"
—Hole Cave at SS-5 •N=50/5"
13.0 feet (5 in)
15— 352—
19.0 L.
SS-6 50/1" • —
(1 in) Borehole terminated at 19.0 feet / N=50/1"
20— 347—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/25/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = 07/29/2022 not encountered I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-20 )
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/29/2022 ELEVATION: 365 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 14.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.849936 LONGITUDE: -78.78885
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES F u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
0—— 0.3 \TOPSOIL 3" / 365_
SANDY SILT(ML),trace gravel,very hard,
red orange and white,slightly moist 7-20-33 —
_ SS-1 N=53 •
:_ (18 in)
3.0 cs
CLAYEY SAND(SC),dense,red purple, 18-34-46
cc
moist N=80 —
_ SS-2 ••
5— (18 in) 360-
5.5
PWR,sampled as SANDY SILT(ML),trace 50/5" —
Z1 SS-3 gravel,very hard,red brown gray,slightly N=50/5" •
— —
(5 in) moist
SS-4 50/1" •
— (1 in) N=50/1" -
- I
—
10Hole Cave at 355-10.0 feet
14.0SS-5 50/1" •
_Auger refusal (1 in) Borehole terminated at 14.0 feet / N=50/1" _
15—at 14.0 feet 350-
20— 345—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT) imir
ATD 4 07/29/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-21
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/29/2022 ELEVATION: 336 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.850190 LONGITUDE: -78.78789
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 \TOPSOIL4" / 336_
SANDY SILT(ML),trace gravel,trace
rootlets,very stiff,tan white,slightly moist 11-10-14 —
SS-1 N=24 •
E (18 in)
_ _
3.0 � F
'v SANDY SILT(ML),trace gravel,hard,red,
_Hole Cave atac
slightly moist 14-22-24
_3.5 feet SS-2 N=46 • —
5— (18 in) 331—
5.5
PWR,sampled as SANDY SILT WITH 25-21-50/3" —
SS-3 GRAVEL(ML),very hard,red and white,— X N=50/3" • —
moist
— (15 in) —
c.9
9.0 i 21 SS-4 50/3" —
(3 in) Borehole terminated at 9.0 feet / N=50/3" —
10— 326—
15— 321—
20— 316—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/29/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-22
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/25/2022 ELEVATION: 359 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 14.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.850001 LONGITUDE: -78.79116
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES F u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC >
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 \TOPSOIL4" / 359_
SANDY SILT(ML),trace gravel,very stiff,
tan with orange white,moist 4 8 14 —
SS-1 •
N=22
E (18 in)
3.0 cs
cu
SANDY SILT(ML),trace gravel,hard,gray
cc
with pink white,slightly moist 10-19-30
SS-2 N=49 • —
5— (18 in) 354—
5.5
PWR,sampled as SANDY SILT(ML),trace 50/6" —
Z SS-3 gravel,very hard,gray with red,slightly • —
(6 in) moist N=50/6"
Hole Cave at _
_7.5 feet 50/6"
— •
SS 4 N=50/6" —
Hole Cave at (6 in)
10-9.0feet 2o 349—
28-50/4"
14.5 SS-5 N=50/4" • —
(10 in)
15— Borehole terminated at 14.5 feet / 344-
20— 339—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/25/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = 07/29/2022 not encountered I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-23
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/26/2022 ELEVATION: 346 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.850348 LONGITUDE: -78.79171
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
I I I I
0-_ 0.3 ' ` \TOPSOIL 3" / 346_
E SANDY SILT(ML),trace gravel,trace 6-8-9
-
1 7 rootlets,very stiff,light tan,slightly moist
N=17 -
_ ° SS-1 • _
cc / (18 in) _
3.0
PWR,sampled as SANDY SILT WITH 33-50/3"
ZSS-2 GRAVEL(ML),very hard,pink red to gray N=50/3" • -
(9 in) red,slightly moist _
-5 Hole Cave at 341-
_5.0 feet 2 50/5" -
-Hole Cave at 2 ' XJ SS-3 •
_6.0 feet (5 in) N=50/5" -
M
50/5"
9.0 i Z SS-4 Trace organics(wood). •
(5 in) Borehole terminated at 9.0 feet J
N=50/5" -
10- 336-
15- 331-
20- 326-
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/26/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = 07/29/2022 not encountered I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-24
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/26/2022 ELEVATION: 358 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 15.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.851196 LONGITUDE: -78.79177
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES F u z
x _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC >
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
i i i i
0—_ 0.3 \TOPSOIL4" / 358_
SANDY SILT(ML),trace gravel,very stiff,
11 1 I red gray,slightly moist,**No Recovery** 7-11-18 -
SS-1
in sample infered from cuttings and adjacent N=29 •
(0 ) soil layers _
_ 3.0 _
E SANDY SILT(ML),trace gravel,very hard, 15-24-46
red gray,slightly moist
N=70 —
SS-2 ••
_ °
5— / (18 in) 353—
2N=706 -
ci
SS-3 N •
(18 in) —
—
_ 8.0
Hole Cave at PWR,sampled as SANDY SILT(ML),trace
_8.0 feet 0SS-4 gravel,very hard,red brown,slightly 50/5" •
-- N=50/5" —
(5in) moist,black staining
10— 348—
24-36-50/6" —
SS 5 N=50/6" •
15— 15.0 / (18 in) 343—
\Borehole terminated at 15.0 feet / —
20— 338—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/26/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = III
illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-25
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/26/2022 ELEVATION: 361 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 14.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.852021 LONGITUDE: -78.79133
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES F u z
I _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
i i i i
0—_ 0.3 \TOPSOIL4" / 361 _
SANDY SILT(ML),trace rootlets,stiff,tan
'1
1 I with orange,moist 2-4-7
—
N=11 •
_ / (18SS-1 in) _
_ 3.0
E FAT CLAY(CH),trace gravel,hard,light tan 6-8-30 —
= / with red orange,moist
= N=38 —
-o SS-2 •
N
5— (18in) 356—
5.5
SILT(ML),trace gravel,trace rootlets,very 15-24-38 —
—Hole Cave at q
hard,slightly moist
—
_6.0 feet SS-3 N=62
A (18 in)
_ 8.0 _
PWR,sampled as SILT(ML),trace gravel, "
0SS-4 very hard,red gray to light red,slightly N=50/3/350 • —
(3 in) moist
10— 351—
Hole Cave at
_10.0feet 2 _
14.0
- - -=' SS-5 50/2" • —
_ (2 in) Borehole terminated at 14.0 feet / N=50/2" _
15— 346-
20— 341—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT) imir
ATD 4 07/26/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = 07/29/2022 4.5 I ' I
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-26
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/26/2022 ELEVATION: 377 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 14.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.851891 LONGITUDE: -78.79226
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES F u z
I _. c BLOW COUNT 0
a M SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) ui
H PL--LL
W
0 20 40 60 80
0—— 0.3 \TOPSOIL4" / I I I I 377_
LEAN CLAY(CL),trace rootlets,very stiff,
tan orange,moist 3-6-10 —
_ SS-1 N=16 • —
E (18 in)
3.0 '
SILT(ML),trace gravel,hard,orange gray, g 14 27
cc
slightly moist N=41 —
_ SS-2 ••
5— (18 in) 372-
5.5
PWR,sampled as SANDY SILT(ML),few 18-50/5"
— X SS-3 gravel,very hard,slightly moist N=50/5" • —
— LLL��� (11 in) —
—Hole Cave at Zi SS-4 50/4" • —
_8.5 feet (4 in) N=50/4" —
10—Hole Cave at c�
o 367—
_9.5 feet
14.0 SS-5 50/3" • —
in) N=50/3" —
_Auger refusal (3 Borehole terminated at 14.0 feet /
15—at 14.0 feet 362-
20— 357—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/26/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = 07/29/2022 not encountered I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-27
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/26/2022 ELEVATION: 383 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 19.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.852455 LONGITUDE: -78.79271
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES F u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
0—_ 0.3 \TOPSOIL 3" / I I I I 383_
_ LEAN CLAY(CL),trace rootlets,trace
gravel,stiff,tan orange,slightly moist 3-5-6 —
_ SS-1 N=11 •
_ (18 in) _
_ 3.0 _
E CLAYEY SAND(SC),trace gravel,dense, 8 17 24
= light gray with orange,slightly moist N=41 -
-6 SS-2 •
— N
5— cc (18 in) 378—
5.5
SILT(ML),trace gravel,very hard,red with
light gray,slightly moist 12-21-35 —
SS-3 N=56 —
_
(18 in)
_ 8.0
PWR,sampled as SANDY SILT(ML),trace
gravel,very hard,red to pink gray,moist, 19-50/5"
—
SS-4 black staining N=50/5" •
(11 in)
10— 373—
Hole Cave at /II
_11.5 feet II' No staining. _
_Hole Cave at _
12.0 feet 22 Dix 10-50/6" _
SS-5 N=50/6" •
(12 in) —
15— 368—
19.0 IL X SS-6 50/6" •
N=50/6" —
(6 in) Borehole terminated at 19.0 feet / _
20— 363—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/26/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = 07/29/2022 not encountered I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-28
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/29/2022 ELEVATION: 374 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.853487 LONGITUDE: -78.79320
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 ' ` \TOPSOIL4" / 374_
E SANDY SILT(ML),very stiff,tan,slightly 4-8-9
—
m moist,trace organics(wood)
= N=17 —
_ 7 SS-1 •
cc / (18 in) _
_ 3.0 __
PWR,sampled as SANDY SILT(ML),very 13-50/3"
X SS-2 hard,orange white to pink gray,slightly •
_
_. (9 in) moist,trace to few gravel N=50/3" —
5 Hole Cave at 369—
5.0 feet 0 — SS-3 50/1" •— (1 in) N=50/1" —
SS-4 50/2" •
9.0 IL —
(2 in) Borehole terminated at 9.0 feet / N=50/2"
10— 364-
15— 359—
20— 354—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/29/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-29
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/25/2022 ELEVATION: 386 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.853099 LONGITUDE: -78.79236
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`m STANDARD PENETRATION TEST DATA
NOTES c u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—— 0.3 \TOPSOIL4" / 386_
_ SILTY CLAY(CL-ML),trace gravel,trace
rootlets,stiff,tan orange,moist 4-5-6
—
_ SS-1 N=11 • —
_ (18 in) _
_ 3.0 _
E SANDY SILT(ML),hard,tan white with red, 8 19 24
_ = slightly moist
-o SS-2 N=43 • —
N —
5— cc (18 in) 381—
_Hole Cave at
_5.5 feet 11-18-24 —
N=42
_Hole Cave at SS-3 • _
_6.0 feet (18 in) _
_ 8.0
g PWR,sampled as SANDY SILT(ML),very 50/5" —
9.0 c� SS-4 hard,light gray,slightly moist •N=50/5" —
(5 in) Borehole terminated at 9.0 feet /
10— 376-
15— 371—
20— 366—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/25/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = 07/29/2022 not encountered I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG: B-30
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/25/2022 ELEVATION: 384 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 9.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.853864 LONGITUDE: -78.79276
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`m STANDARD PENETRATION TEST DATA
NOTES o u z
I _. c BLOW COUNT 0
a = SAMPLE NO. i=
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—— 0.3 \TOPSOIL 3" / 384_
_ LEAN CLAY(CL),trace gravel,trace
rootlets,stiff,tan with orange,moist 5-7-7
_ SS-1 N=14 • —
_ (18 in) _
_ 3.0 _
E SANDY SILT(ML),hard,red orange,slightly 8 20 30
= moist N=50 -
-o SS-2 •
I
5— cc (18 in) 379—
Hole Cave at
5.5 feet_ 8 9 32
N=41
—
Hole Cave at SS-3 • —_6.0 feet (18 in) _
_ 8.0 _
g PWR,sampled as SANDY SILT(ML),trace "0/4
9.0 c� Z SS-4 gravel,very hard,slightly moist N 5 5 5 • —
(4 in) Borehole terminated at 9.0 feet /
10— 374-
15— 369-
20— 364—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT) imir
ATD 4 07/25/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = 07/29/2022 not encountered I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:C-1
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/22/2022 ELEVATION: 390 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 18.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings and Grout
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.853794 LONGITUDE: -78.79241
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES F u z
x _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA NMC
. ui
Fa (SPT N-value) 0 H PL--LL
u,
0 20 40 60 80
0— 390—
0.6 ASPHALT 7" -
i01 i AGGREGATE SUBBASE 12" 3-4-4 —
_ SS-1 SANDY LEAN CLAY WITH GRAVEL(CL),firm, N-8 • _
_ I 1
(18 in) red with gray _
_ 3.0
SANDY SILT(ML),trace gravel,very stiff,
tan red with gray yellow,moist 8-9-13
SS-2 •N=22 • -
5— \� (18 in) 385-
5.5
SANDY SILT(ML),trace mica,very stiff,red
brown,moist_ 12-12-12 —
N=24
E SS-3 • —
m (18 in)
8.0 '6
ai —
cc SILT(ML),trace mica,hard,red,moist
9-13-20 -
N=33
SS-4 •
10—Hole Cave at (18 in) 380—
_9.5 feet _
12.0
PWR,sampled as SILT WITH GRAVEL(ML), _
very hard,purple gray,slightly moist
—
----m SS-5 50/3" • -
(3 in) N=50/3"
15— • 375—
- -
18.5 SS-6 i 50/0" • -
\Borehole terminated at 18.5 feet
(0 in) N=50/0" —
20— 370—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/22/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:C-2
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/22/2022 ELEVATION: 413 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 5.0 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings and Grout
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.881825 LONGITUDE: -78.78583
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
`a, STANDARD PENETRATION TEST DATA
NOTES o U z
I _ c BLOW COUNT 0
a = SAMPLE NO. �
a v v a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 \ASPHALT 3" / 413_
_ 0.6 \AGGREGATE SUBBASE 4" / 13-24-34
E SANDY SILT(ML),trace gravel,very hard,
m N=58 —
_Hole Cave at -'o SS-1 dark red,moist •71
_
_1.5 feet (18 in) _
cc
_hard rock-like 3.0 _
_layer PWR,sampled as SILT WITH GRAVEL(ML),
2 Z] SS-2 very hard,red with gray,slightly moist 50/4" • —
2 (4in) N=50/4" —
5_ 5.0 SS-3 **No recovery**. 50/0" • 408—
Auger refusal (0 in) \Borehole terminated at 5.0 feet 7 N=50/0"
_at 5.0 feet
10— 403-
15— 398—
20— 393—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/22/2022 not encountered imm &
END OF DRILLING —
E
AFTER DRILLING = I ' I illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

PROJECT: RDU Parking Improvements BORING LOG:C-3
Morrisville, North Carolina
S&ME Project No. 217662 Sheet 1 of 1
DATE DRILLED:07/22/2022 ELEVATION: 390 ft NOTES: Location and elevation should be
DRILL RIG: CME-550 DATUM: NAVD88 considered approximate
DRILLER: TJ Williams BORING DEPTH: 10.5 ft
HAMMER TYPE: Automatic hammer CLOSURE: Cuttings
DRILLING METHOD: 3-1/4" HSA LOGGED BY: Matthew Millette LATITUDE: 35.887605 LONGITUDE: -78.77666
SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM-NAD 1983 StatePlane North Carolina FIPS 3200 Feet
t STANDARD PENETRATION TEST DATA
NOTES F u z
I _. c BLOW COUNT 0
a = SAMPLE NO. �
a v -o a 0%Fines
G
(RECOVERY) MATERIAL DESCRIPTION DATA 0 NMC
.� (SPT N-value) H PL--LL
W
0 20 40 60 80
I I I I
0—_ 0.3 "' ''" \TOPSOIL 3" / 390—
_ LEAN CLAY(CL),trace gravel,trace
rootlets,stiff,red tan,moist 2-5-7
LI
q (18 in) _
_ 3.0
SANDY SILT(ML),trace gravel,very stiff,E 4-6-11
_ = red with tan,moist
_ SS-2= N=17 • —
5— ce (18 in) 385-
5.5
PWR,sampled as SILT(ML),very hard,red, 35-50/1"
g SS-3 black staining N=50/1" • —
— (1 in) —
Hole Cave at _
7.0 feet g
2 —
SS-4 Trace gravel,no staining. 50/1" •
— i (1 in) N=50/1" —
10— 10.5� 380=
_Auger refusal SS-5 li **No Recovery**. A 50/0" •
at 10.5 feet (0 in) Borehole terminated at 10.5 feet / N=50/0" —
15— 375—
20— 370—
GROUNDWATER DATE/TIME DEPTH REMARKS
(FT)
ATD 4 07/22/2022 not encountered imm &
END OF DRILLING —Er
AFTER DRILLING = I ' illI_
AFTER DRILLING =
GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.ATD=AT TIME OF DRILLING
LL=Liquid Limit,PL=Plastic Limit,NMC=Natural Moisture Content,PPV=Pocket Penetrometer(tsf),PTV=Pocket Torvane(tsf),AR=Auger Refusal

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS . . ri
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-1
Test Date: 4/28/23 Correlated CBR vs. Depth
1 CBI?0(%) 100
0.0
ASPHALT/STONE THICKNESS 14 inches
inches Pavement Section
Accumulative DepthBelow
#of Blows Penetration(mm) Existing Surface CBR(%)
(feet) ix
0 0 _ 1.2 5
1 64 1.4 5 `,`oO
1 138 1.6 4 eSe
2 178 1.8 16 1.o Stio'�
3 201 1.8 45
5 235 1.9 51
8 258 2.0 129 1
12 293 2.1 127 - . t s
10 327 2.2 107 w
10 366 2.4 93_ t
10 393 2.5 138 a
10 424 2.6 119 G t45
10 462 2.7 95
8 496 2.8 85 2.0
7 528 2.9 78
4 93
I 95
f 85
• 8
3.0 - -
Notes:
0-0.5 Asphalt,6"
0.5-1.2 Stone,8"
1.2-2 [Fill]Tan Gray, MH,wet
2-3 Gray,SM,fine,wet

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS ,if0
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-3
Test Date: 4/28/23 1 CorrelatedCBBR(%)R . Depth ioo
o.o
ASPHALT/STONE THICKNESS 13 inches
inches Pavement Section
Accumulative Depth Below
___Alg 41
#of Blows Penetration(mm) Existing Surface CBR(%)
(feet)
0 0 1.1 57 •�o�
5 31 1.2 57 eye
7 64 1.3 76 S�o'�
8 104 1.4 71
8 134 1.5 97 — — — — T � 57
8 159 1.6 118 57
10 179 1.7 190 w } i6
24 200 1.7 459
42 224 1.8 725 c. k'
50 241 1.9 1263 0 • 9'
2.0
Notes:
0-0.4 Asphalt,5"
0.4-1.1 Stone,8"
1.1 -1.5 Brown red,SM,moist
Auger and Kessler refusal @ 1.5'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-4
Test Date: 4/28/23 Correlated CBR vs. Depth
1 CBI(%) 100
0.0
ASPHALT/STONE THICKNESS 12 inches
inches Pavement Section
Accumulative Depth Below
#of Blows Penetration(mm) Existing Surface CBR(%) 11111. __Ilm_
(feet)
0 0 1.0 10
1 31 1.1 10 e`,t
1 48 1.2 19 �e5
2 88 1.3 16 e
2 127 1.4 17
4 154 1.5 52 1.0 1♦ '°
26 184 1.6 342 44%11 e
30 209 1.7 484 m30 229 1.8 614 /16
30 243 1.8 900 F 1
a
p .""•sr►
2.0 -
Notes:
0-0.4 Asphalt,5"
0.4-1 Stone,7"
1 - 1.5 Brown red, ML,wet
Auger and Kessler refusal @ 1.5'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS . &
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville,NC
S&ME Project Number.: 217662
Field Operator: A.Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-5
Test Date: 4/20/23 Correlated CBR vs. Depth
CBR(%)
1 10 100
ASPHALT/STONE THICKNESS 11 inches 0.0 r_
inches
Accumulative Depth Below Pavement Section
#of Blows Penetration (mm) Existing Surface CBR(%)
(feet)
0 0 0.9 7 - 1
1 45 1.1 7
1 84 1.2 8
1 105 1.3 15
1 _ 125 1.3 16 1‘6(%
1 _ 155 1.4 10 0Se
1 _ 202 1.6 6 Swd�
1 _ 249 1.7 6 _
1 288 1.9 8 1
1 _ ( 321 2.0 9 _ to1
1 _ 1 366 2.1 7 t '
1 395 2.2 11
1 416 2.3 15 _ "N. 15
1 _ 431 2.3 22 _
1 _ 455 2.4 13 _ t16
1 474 2.5 17 0 i 1a
1 490 2.5 20 42
1 511 2.6 15 c /6
1 534 2.7 14 oin I
1 575 2.8 7 5
1 590 2.9 22
\6
2.0 I9
41/4'
11
15
22
\3
17
? 20
5
4
/
_• 22
3.0
Notes:
0-0.4 Asphalt,5"
0.4-0.9 Stone,6"
0.9-3 [Fill]Brown,CH,moist

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS . . 0
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-6
CorrelatedB�B(°°;. Depth
Test Date: 4/20/23 1 C goo
o.o -
ASPHALT/STONE THICKNESS 11 inches Pavement Section
inches
Accumulative Depth Below I O
#of Blows Penetration(mm) Existing Surface CBR(%) •eIN`
(feet) e5
0 0 0.9 8 ,..,o'�
1 40 1.0 8
1 72 1.2 10 1,o 1
1 112 1.3 8 r
1 157 1.4 _ 7 10
1 183 1.5 12 f s
1 212 1.6 11 --
1 243 1.7 10 w / ,z
1 277 - 1.8 9 s
1 325 _ 2.0 6 a 1°
1 350 __ 2.1 13 0
5 369 2.1 95 �/
8 396 2.2 108 2.0
3 413 2.3 62 � � 95
3 441 2.4 36 6f
2 463 2.4 31
1 488 2.5 13 r i
1 518 2.6 10 - / 10
1 560 2.8 7
1 597 2.9 8
8
3.0 -
1
Notes:
0-0.4 Asphalt,5"
0.4-0.9 Stone 6"
0.9-1.5 Brown red,ML,moist,trace rock fragments
Auger refusal(a)1.5'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-7
Test Date: 4/20/23 Correlated CBRRR vs. Depth
1 CBIt(%) 100
0.0
ASPHALT/STONE THICKNESS 10.5 inches
inches Pavement Section
Accumulative Depth Below a A
#of Blows Penetration(mm) Existing Surface CBR(%)
(feet)
0 0 _ 0 9 11 stone SecWon
1 28 1.0 11
1 58 1.1 10
1 81 _ 1.1 14
1 98 1.2 _ 19 1.0 4 „"
1 109 1.2 31 kw
2 136 1.3 25 „
2 158 1.4 31 „
3 176 1.5 59 R 25
6 199 _ 1.5 95 -- 1.�
6 223 1.6 _ 90 -ti_ 95
5 250 _ 1.7 66 t } 90
6 271 1.8 _ 104 a •,,46
5 294 1.8 78 0
5 324 1.9 59 4,',
4 355 2.0 45 je53
4 385 2.1 46 2.0
ir 45
5 413 2.2 63 ,6
4 441 2.3 50 33
5 469 2.4 63 {5'
4 491 2.5 64 T m
5 512 2.6 86 3-
5 537 2.6 71 , 55
5 561 2.7 74
5 587 2.8 68 - 74
5 610 2.9 78 \ '8
- 3.0
Notes:
0-0.4 Asphalt,4.5"
0.4-0.9 Stone 6"
0.9-2 Brown red,SM,fine to medium, moist,trace gravel
Auger refusal(a)2'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-8
Test Date: 4/20/23 Correlated CBR vs. Depth
1 CB D(%) 100
0.0
ASPHALT/STONE THICKNESS 10 inches
inches Pavement Section
Accumulative Depth Below
#of Blows Penetration(mm) Existing Surface CBR(%) ction
(feet) stone s fl
0 0 _ 0.8 10
1 32 0.9 10 _
2 75 _ 1.1 15 1 10
2 113 1.2 17 b\10
2 169 1.4 11 to 10
15
1 200 1.5 10
17
1 223 1.6 14
1 246 1.6 14 `1
1 274 1.7 11 d 10
1 300 1.8 12lit ♦♦ 14
3 332 1.9 32 _c 114
2 356 2.0 28 o it "`
2 385 2.1 23 +
2 409 2.2 28 32
5 441 2.3 55 2.0 r26
5 475 2.4 51 if3
2 498 2.5 29 40,..48
2 536 2.6 17 55
1 557 - 2.7 15 Z '
1 587 2.8 10 ip�
9
1 612 2.8 13 S 5'
10
V 13
3.0
Notes:
0-0.4 Asphalt,5"
0.4-0.8 Stone,5"
0.8-1.5 Brown, ML,wet
Hole caved in due to water a 1.5'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS . . ri
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-9
Test Date: 4/20/23 Correlated CBR vs. Depth
CBR(%)
1 10 100
0.0
ASPHALT/STONE THICKNESS 10 inches
inches Pavement Section
Accumulative Depth Below
#of Blows Penetration(mm) Existing Surface CBR(%)
Ifeet)
0 0 _ 0.8 6 �ecw`°
1 47 1.0 _ 6 �¢
1 93 _ 1.1 7 c,'�°
1 140 1.3 6
1 177 1.4 8 1 6
1 209 1.5 10 1
1 241 1.6 10 1.0 1 5
1 286 1.8 7
1 321 1.9 9
1 341 _ 2.0 16
2 370 2.0 23 N
2 399 2.1 23 0 1 424 2.2 13 " 1e,0
1 444 2.3 16 t J6 ,o
1 466 2.4 15 0
1 487 2.4 15
2 530 2.6 15 \ 9
1 555 2.7 13 ,fi
1 582 2.7 12 2.0
.3
1 610 2.8 11
.04 23
<13
16
15
1 ,5
- - 5
13
12
11
3.0
Notes:
0-0.4 Asphalt,5"
0.4-0.8 Stone,5"
0.8-3 [Fill]Brown red, MH,wet

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-11
Test Date: 4/20/23 Correlated CBR vs. Depth
1 CBIU%) 100
0.0
ASPHALT/STONE THICKNESS 9 inches Pavement Section
inches
ANN
Depth Below
#of Blows Accumulative Existing Surface CBR(%) Stone Set
Penetration(mm) (feet)
0 0 0.8 9 r
1 36 0.9 9
1 92 _ 1.1 5 /
1 167 1.3 4 to
1 274 1.6 _ 3 I
1 300 1.7 12
2 345 1.9 14 7 4
1 376 2.0 10 ..-7-. /
1 412 _ 2.1 _ 9 .w°'.,
1 453 _ 2.2 7 -c 43
2 476 2.3 29 0 \12
2 501 2.4 27 14
2 534 2.5 20 2.0 10
1 552 2.6 18 f
1 580 2.7 11
4.4
1 620 2.8 8 29
2]
20
18
11
♦ 8
3.0
Notes:
0-0.4 Asphalt,5"
0.4-0.8 Stone,4"
0.8-2.5 Red brown, ML,moist,some gravel
2.5-3 Red Brown,SM,fine,moist

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS . . ri
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-12
Test Date: 4/20/23 Correlated CBR vs. Depth
1 CB1D(%) 100
0.0
ASPHALT/STONE THICKNESS 9 inches
inches Pavement Section
Accumulative Depth Below
#of Blows Penetration(mm) Existing Surface CBR(%) or
(feet) Sect
0 0 _ 0.8 7 Stpte
1 41 0.9 _ 7 - .
17%,.
1 65 1.0 13
3 92 1.1 38
1 134 1.2 _ 7 1.0
1 151 1.2 19 38
2 178 1.3 25 ♦ C
3 199 1.4 50 19
2 219 _ 1.5 345....
1 244 _ 1.6 13 d �„
cu
1 270 1.6 12 y ,!
1 298 _ 1.7 _ 11 .c 1 ,2
1 329 1.8 10 0 i „
2 362 1.9 20 ,0
1 386 2.0 13 ) 20
1 407 2.1 15 2.0 13
1 428 2.2 15 � '5
1 457 2.2 11 5
1 491 2.4 9 11
1 541 2.5 6 l 9
1 592 2.7 6
1 628 2.8 9
1.1 665 2.9 8 _ 5
a
8
3.0
Notes:
0-0.4 Asphalt,5"
0.4-0.8 Stone 4"
0.8-1.5 [Fill]Tan brown,CH,moist
Auger refusal @ 1.5'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-13
Test Date: 4/20/23 Correlated CBR vs. Depth
1 CB D(%) 100
0.0
ASPHALT/STONE THICKNESS 10 inches
inches Pavement Section
Accumulative Depth Below
#of Blows Penetration(mm) Existing Surface CBR(%) Alb
(feet) o�
0 0 _ 0.8 9 1 1
\ec.,1 36 1.0 9 �
1 56 _ 1.0 16 c'�0O
1 78 1.1 15
1 102 1.2 13
1 130 1.3 11
2 162 1.4 20 1•o l 15
2 195 1.5 20 ,5
1 214 _ 1.5 17 -- S 13
1 237 _ t 1.6 14 /„
1 256 1.7 17 20
1 285 _ 1.8 11 a
1 307 1.8 _ 15 0 20
2 338 1.9 21 /"
2 370 2.0 20 \`17
2 408 2.2 17
2 430 2.2 31 r"
Nik4 447 2.3 85 15
11 465 2.4 235 } 21
2.0
_t 20
110..1
�I.85
Notes:
0-0.5 Asphalt,6"
0.9-0.8 Stone 4"
0.8-2 Brown,SM,fine to medium,trace gravel,moist
Auger refusal 2'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-14
Test Date: 4/20/23 Correlated CBR vs. Depth
1 CB (%) 100
0.0
ASPHALT/STONE THICKNESS 11 inches
inches Pavement Section
Accumulative Depth Below di
#of Blows Penetration(mm) Existing Surface CBR(%) 1 '•oC%
(feet) ep>
0 0 _ 0.9 9 e5
1 36 1.0 9 1
1 65 1.1 11
1 85 1.2 16 f9
1 106 1.3 15 1.0 I 1 9
1 129 1.3 14 \„
1 165 1.5 9 7 15 7
1 215 1.6 6
1 261 1.8 7 r4
1 307 1.9 7 w / 9
1 338 2.0 10 t
1 376 _ 2.2 8 a l E
cu
1 406 2.2 _ 10 0 t 7
_ 1 436 2.3 10
1 531 2.7 3 2.0
2 565 2.8 19 , 'o
1 593 2.9 11 8
1 631 3.0 8
,0
/
/
pr.11
3.0 Iler A
Notes:
0-0.3 Asphalt,4"
0.3-0.9 Stone 7"
0.9-1.5 Brown red, ML, moist
Auger refusal A 1.5'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-15
Test Date: 4/20/23 Correlated CBR vs. Depth
1 CB13(%) 100
0.0
ASPHALT/STONE THICKNESS 10 inches
inches Pavem
Accumulative Depth Below
#of Blows Penetration(mm) Existing Surface CBR(%) •ci(N
(feet) a°
0 0 _ 0.8 25 e�
2 27 0.9 25 443(%
2 64 1.0 18 • 25
1 101 1.2 8 25
1 134 1.3 9 to 1 157 1.3 14 'r18
1 176 1.4 17 4 8
1 201 1.5 13 9
1 222 1.6 15 1R 14
2 266 1.7 15 m 3 1,
1 295 1.8 11 ,5
1 336 1.9 7
1 385 2.1 6 w / 15
1 436 2.3 61 471 2.4 9
1 503 2.5 10 2.0
1 535 2.6 10
2 569 2.7 19
1 583 2.7 24 i\s
1 602 2.8 17 9
1 621 2.9 17 Z 10
,1/41n
19
w 24
• 17
3.0
Notes:
0-0.4 Asphalt,5"
0.4-0.9 Stone 5"
0.9-2 Brown red,SM,fine to medium, moist,trace gravel
2-3 Red brown, ML, moist

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-16
Test Date: 4/20/23 Correlated CBR vs. Depth
1 CBIU%) 100
0.0
ASPHALT/STONE THICKNESS 10 inches Pavement Section
inches
Accumulative Depth Below
#of Blows Penetration(mm) Existing Surface CBR(%) eSe`tiNo
(feet) St0o
0 0 _ 0.8 8
1 38 1.0 8 8
1 84 _ 1.1 7 8
1 118 1.2 9 1.0
2 180 1.4 _ 10
1 219 1.6 8 e
1 251 1.7 10
1 284 1.8 9 y 10
1 313 1.9 11 a)a'.,
1 361 _ 2.0 6 10
1 420 _ 2.2 5 aa)i 0
1 460 2.3 8 0 11
3 488 2.4 _ 36 2.0
4 515 2.5 52
3 576 2.7 16 10
1 599 2.8 14
•
1 618 2.9 17 41/43.
e18
k 14
1]
3.0
Notes:
0-0.5 Asphalt,5.5"
0.5-0.9 Stone 4.5"
0.9-2.5 Brown red,ML, moist,trace gravel
Auger refusal R 2.5'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS re
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-17
Test Date: 4/20/23 Correlated CBR vs. Depth
1 CBRj(/o) 100
0.0
ASPHALT/STONE THICKNESS 18 inches Pavement Section A
inches
Accumulative Depth Below
#of Blows Penetration(mm) Existing Surface CBR(%)
(feet)
0 0 _ 1.5 5 �e
1 56 1.7 5 04'
2 116 _ 1.9 10 to c3c0(%
1 150 2.0 9
1 178 2.1 _ 11
2 214 2.3 0 2 I S
2 246 2.3 0
3 277 2.4 33
3 314 2.5 27 a 5
cu
3 336 2.6 47 0 10
5 360 _ 2.7 _ 74 2.0
4 393 _ 2.8 _ 42 ++
5 425 2.9 _ 55 %"11► 18
6 456 3.0 69 �°
5 483 3.1 66 ..
f
`/
♦ * 55
3.0 11 v,
Notes:
0-0.7 Asphalt 8"
0.7-1.5 Stone10"
1.5-2 Red brown, ML, moist
Auger refusal @ 2'

DYNAMIC CONE PENETROMETER IN SHALLOW PAVEMENT APPLICATIONS . .— ri
ASTM D6951
III
Project Name: RDU PE3
Project Location: Morrisville, NC
S&ME Project Number.: 217662
Field Operator: A. Marzulla
Hammer Weight(lbs.): 17.6
CBR Correlation: NCDOT
Test Location: A-18
Correlated CBR vs.) goo Depth
Test Date: 4/28/23 1
CBS /o
o.o
ASPHALT/STONE THICKNESS 14 inches
inches
Depth Below Pavement Section
#of Blows Accumulative Existing Surface CBR(%)
Penetration(mm)
(feet)
0 0 _ 1.2 8
1 37 1.3 8
2 81 _ 1.4 5 1.o StWre 5ect�°r
1 127 1.6 7
1 208 1.8 4 1 8
1 276 2.1 4 •
1 341 2.3 5 m
1 399 2.5 5 w
1 435 _ 2.6 9 t
1 461 _ 2.7 12 a
1 475 2.7 24 o t 4
2.0
4
t 5
w 5
n
24
3.0
Notes:
0-0.9 Asphalt, 10"
0.9-1.2 Stone 4"
1.2-2 [Fill]Brown,CH,wet
Hole caved due to water @ 2'

Form No.TR-HAPT-01
KESSLER DCP DATA SUMMARY
Revision No. :0 Revision Date:6/11/10 III _
S&ME, Inc. - Raleigh 3201 Spring Forest Road, Raleigh, NC 27616
Project No.: 217662 Project Name: RDU PE3 Parking Improvements Test Date(s): 4/28/2023
Client: RS&H
Project Location: Morrisville, NC
Operator: A. Marzulla Hammer Weight: 17.6-Lbs
Test Location Asphalt Stone Soil Stratification CBR Range Upper 1' CBR Range 1'- 2'
Thickness (in) Thickness (in)
A-1 6 8 Plastic Silt 4%-20+% 20+%
A-3 5 8 Silty Sand 20+% -
A-4 5 7 Silt 10%-20+% -
A-5 5 6 Plastic Clay 6% - 16% 7%-20+%
A-6 5 6 Silt 7%- 12% 6%-20+%
A-7 4.5 5 Silty Sand 10%-20+% 20+%
A-8 5 5 Silt 10% - 17% 10%-20+%
A-9 5 5 Plastic Silt 6% - 10% 9%-20+%
A-11 5 4 Silt 3%- 12% 7%-20+%
A-12 5 4 Plastic Clay 7%-20+% 6%-20%
A-13 6 4 Silty Sand 9%-20% 15%-20+%
A-14 4 7 Silt 6%- 16% 3%- 19%
A-15 5 5 Silty Sand 8%-20+% 6%-20+%
A-16 5.5 4.5 Silt 7% - 11% 5%-20+%
A-17 8 10 Silt 5%-20+% 20+%
A-18 10 4 Plastic Clay 4% - 15% 5%-20+%
References/Comments/Deviations:
*Depth below bottom of footings. Soil descriptions based on visual classification only.
Page 1 Kessler DCP Summary Table.xls

Appendix III - Laboratory Test Data

Form No:TR-D2216-T265-2 LABORATORY DETERMINATION OF '
Revision No. 1 WATER CONTENT
Revision Date:08/16/17 I I
ASTM D 2216 0 AASHTO T 265 ❑
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 4/20/2023
Project Name: RDU PE3 Parking Improvements Test Date(s): 4/19 -4/20/23
Client Name: RS&H
Client Address: Raleigh, NC
Sample by: S&ME Sample Date(s): Varies
Sampling Method: Bulk Drill Rig : N/A
Balance ID. 20977 Calibration Date: 3/2/23
Method: A (1%) ❑ B (0.1%) 0 Oven ID. 1454 Calibration Date: 9/1/22
Boring No. Sample Sample Tare# Tare Weight Tare Wt.+ Tare Wt. + Water Percent
No. Depth Wet Wt Dry Wt Weight Moisture
ft. grams grams grams grams %
HA Bulk 0-3 7.11 197.96 180.77 17.19 9.9%
P-2 Bulk 0-5 6.93 215.25 196.46 18.79 9.9%
P-8 Bulk 0-5 6.77 205.99 187.01 18.98 10.5%
P-9 Bulk 0-5 6.88 212.63 194.24 18.39 9.8%
P-12 Bulk 0-5 6.97 206.71 190.84 15.87 8.6%
S-6 Bulk 0-5 6.89 269.56 241.25 28.31 12.1%
Notes/Deviations/References
AASHTO T 265: Laboratory Determination of Moisture Content of Soils
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
Mal Krajan, ET Laboratory Manager 4/20/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road Moisture Table.xls
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D2216-T265-2 LABORATORY DETERMINATION OF
Revision No. 1 WATER CONTENT
Revision Date:08/16/17 ' I ow
ASTM D 2216 0 AASHTO T 265 ❑
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 8/14/2022
Project Name: RDU PE3 Parking Improvements Test Date(s): 8/13 - 8/14/22
Client Name: Delta Airport Consultants
Client Address:
Sample by: S&ME Sample Date(s): varies
Sampling Method: Bulk& Split Spoon Drill Rig : N/A
Balance ID. 20977 Calibration Date: 8/1/22
Method: A (1%) ❑ B (o.1%) 0
Oven ID. 1454 Calibration Date: 9/29/21
Boring No. Sample Sample Tare# Tare Weight Tare Wt.+ Tare Wt. + Water Percent
No. Depth Wet Wt Dry Wt Weight Moisture
ft. grams grams grams grams %
B-1 Bulk 1-5 8.04 174.81 148.94 25.87 18.4%
B-2 SS-1 1-5 45.50 114.26 100.61 13.65 24.8%
B-4 1 SS-1 1-5 36.73 95.81 86.44 9.37 18.8%
B-19 Bulk 1-5 8.24 189.91 177.48 12.43 7.3%
B-20 SS-2 3.5-5 8.14 219.94 205.97 13.97 7.1%
B-27 I SS-2 3.5-5 8.23 178.66 160.53 18.13 11.9%
B-27 Bulk 1-5 8.83 214.54 194.66 19.88 10.7%
Notes/Deviations/References
AASHTO T 265: Laboratory Determination of Moisture Content of Soils
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
c� -_
Mal Krajan, ET Laboratory Manager 8/14/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road Moisture Table.xls
Raleigh,NC. 27616 Page 1 of 1

dir
Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
II
Revision No. &PLASTIC INDEX
Revision Date:8/28/17 I
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 5/19/2023
Project Name: RDU PE3 Parking Improvements Test Date(s) 5/8 - 5/19/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: HA Sample#: Bulk Sample Date: 4/28/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-3 ft.
Sample Description: Brown Clayey SAND (SC)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 3/2/2023 Grooving tool 1801 3/2/2023
LL Apparatus 34656 3/20/2023
Oven 13289 9/1/2022
Pan# Liquid Limit Plastic Limit
Tare#:
A Tare Weight 12.32 12.26 13.99 12.25 13.98
B Wet Soil Weight + A 22.58 22.85 25.13 24.47 25.70
C Dry Soil Weight + A 20.41 20.58 22.63 22.51 23.83
D Water Weight (B-C) 2.17 2.27 2.50 1.96 1.87
E Dry Soil Weight (C-A) 8.09 8.32 8.64 10.26 9.85
F % Moisture (D/E)*100 26.8% 27.3% 28.9% 19.1% 19.0%
N #OF DROPS 30 26 18 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 19.1%
31.0 - One Point Liquid Limit
N Factor N _Factor
•
30.0 • 20 0.974 26 1.005
�, . 21 0.979 27 1.009
29.0
C1.4 : 22 0.985 28 1.014
Cf.o ; 23 0.99 29 1.018
s- 28.0 • 24 0.995 30 1.022
25 1.000
27.0 . N.° NP, Non Plastic 0
Liquid Limit 28
26.0 • Plastic Limit 19
• Plastic Index 9
25.0 i I I I I ' Group Symbol SC
10 15 20 25 30 35 40 #of Drops 1 100 Multipoint Method ❑�
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 38.1%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 5/19/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
HA Bulk(0-3ft) Classification.xls Page 1 of 1

dir
Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
II
Revision No. &PLASTIC INDEX
Revision Date:8/28/17 I
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 4/21/2023
Project Name: RDU PE3 Parking Improvements Test Date(s) 4/19 - 4/21/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: P-2 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 3/2/2023 Grooving tool 1801 3/2/2023
LL Apparatus 34656 3/20/2023
Oven 13289 9/1/2022
Pan# Liquid Limit Plastic Limit
Tare#: 43 52 16 44 C-2
A Tare Weight 12.18 14.07 12.27 12.28 21.14
B Wet Soil Weight + A 23.21 23.52 22.95 18.99 28.54
C Dry Soil Weight + A 20.68 21.24 20.43 17.96 27.38
D Water Weight (B-C) 2.53 2.28 2.52 1.03 1.16
E Dry Soil Weight (C-A) 8.50 7.17 8.16 5.68 6.24
F % Moisture (D/E)*100 29.8% 31.8% 30.9% 18.1% 18.6%
N #OF DROPS 28 15 21 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 18.4%
33.0 - One Point Liquid Limit
N Factor N _Factor
20 0.974 26 1.005
'a 32.0 21 0.979 27 1.009
• 22 0.985 28 1.014
o .cf 23 0.99 29 1.018
s' 31.0 24 0.995 30 1.022
• 25 1.000
° •
NP, Non-Plastic 0
.
30.0 Liquid Limit 30
• Plastic Limit 18
• Plastic Index 12
29.0 i I I i I I I I I 1
10 15 20 25 30 35 40 100 Group Symbol CL
#of Drops Multipoint Method ❑�
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 30.2%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
P-2 Bulk(0-5ft) Classification.xls Page 1 of 1

dir
Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
II
Revision No. &PLASTIC INDEX
Revision Date:8/28/17 I
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 4/21/2023
Project Name: RDU PE3 Parking Improvements Test Date(s) 4/19 - 4/21/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: P-8 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Clayey SAND (SC)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 3/2/2023 Grooving tool 1801 3/2/2023
LL Apparatus 34656 3/20/2023
Oven 13289 9/1/2022
Pan# Liquid Limit Plastic Limit
Tare#: 15 89 17 70 74
A Tare Weight 12.27 14.13 12.34 14.10 14.07
B Wet Soil Weight + A 22.25 27.43 24.94 20.89 20.70
C Dry Soil Weight + A 20.09 24.65 22.36 19.83 19.66
D Water Weight (B-C) 2.16 2.78 2.58 1.06 1.04
E Dry Soil Weight (C-A) 7.82 10.52 10.02 5.73 5.59
F % Moisture (D/E)*100 27.6% 26.4% 25.7% 18.5% 18.6%
N #OF DROPS 15 27 35 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 18.6%
280 - One Point Liquid Limit
N Factor N _Factor
• 20 0.974 26 1.005
�, 21 0.979 27 1.009
27.0
22 0.985 28 1.014
Cf.o 23 0.99 29 1.018
• 24 0.995 30 1.022
. 25 1.000
° NP, Non-Plastic 0
4IINN
26.0
• Liquid Limit 27
•
Plastic Limit 19
F Plastic Index 8
25.0 i I I ' I I I ' Group Symbol SC
10 15 20 25 30 35 40 #of Drops 1 100 Multipoint Method ❑�
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 35.7%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
P-8 Bulk(0-5ft) Classification.xls Page 1 of 1

dir
Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
II
Revision No. &PLASTIC INDEX
Revision Date:8/28/17 I
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 4/21/2023
Project Name: RDU PE3 Parking Improvements Test Date(s) 4/19 - 4/21/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: P-9 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 3/2/2023 Grooving tool 1801 3/2/2023
LL Apparatus 34656 3/20/2023
Oven 13289 9/1/2022
Pan# Liquid Limit Plastic Limit
Tare#: 54 41 19 53 B-6
A Tare Weight 13.96 13.48 12.35 13.40 21.29
B Wet Soil Weight + A 24.17 26.56 23.49 19.46 28.34
C Dry Soil Weight + A 21.84 23.47 20.73 18.54 27.25
D Water Weight (B-C) 2.33 3.09 2.76 0.92 1.09
E Dry Soil Weight (C-A) 7.88 9.99 8.38 5.14 5.96
F % Moisture (D/E)*100 29.6% 30.9% 32.9% 17.9% 18.3%
N #OF DROPS 35 27 19 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 18.1%
. -One Point Liquid Limit
33.0 -
• N Factor N _Factor
•
20 0.974 26 1.005
'a' 32.0 21 0.979 27 1.009
• 22 0.985 28 1.014
o .cf 23 0.99 29 1.018
s' 31.0 24 0.995 30 1.022
• 25 1.000
NP, Non-Plastic 0
.
30.0 Liquid Limit 31
. Plastic Limit 18
• Plastic Index 13
29.0 i I • I I I I I I
10 15 20 25 30 35 40 100 Group Symbol CL
#of Drops Multipoint Method ❑�
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 28.4%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
P-9 Bulk(0-5ft) Classification.xls Page 1 of 1

dir
Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
II
Revision No. &PLASTIC INDEX
Revision Date:8/28/17 I
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 4/21/2023
Project Name: RDU PE3 Parking Improvements Test Date(s) 4/19 - 4/21/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: P-12 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 3/2/2023 Grooving tool 1801 3/2/2023
LL Apparatus 34656 3/20/2023
Oven 13289 9/1/2022
Pan# Liquid Limit Plastic Limit
Tare#: 83 56 22 71 28
A Tare Weight 13.95 13.99 12.34 14.14 12.39
B Wet Soil Weight + A 24.94 23.39 23.82 20.20 18.45
C Dry Soil Weight + A 22.52 21.15 21.18 19.30 17.56
D Water Weight (B-C) 2.42 2.24 2.64 0.90 0.89
E Dry Soil Weight (C-A) 8.57 7.16 8.84 5.16 5.17
F % Moisture (D/E)*100 28.2% 31.3% 29.9% 17.4% 17.2%
N #OF DROPS 35 18 23 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 17.3%
32.0 - One Point Liquid Limit
N Factor N _Factor
' 201 0.974 26 1.005
31.0 21 0.979 27 1.009
22 0.985 28 1.014
c5 30.0 . 23 0.99 29 1.018
c1' 24 0.995 30 1.022
• 25 1.000
•0 29.0
•
NP, Non-Plastic 0
Liquid Limit 30
28.0
Plastic Limit 17
Plastic Index 13
•
27.0 1 1 I I 1
10 15 20 25 30 35 40 100
Group Symbol CL
#of Drops Multipoint Method ❑�
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 30.0%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
P-12 Bulk(0-5ft) Classification.xls Page 1 of 1

dir
Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
II
Revision No. &PLASTIC INDEX
Revision Date:8/28/17 I
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 4/21/2023
Project Name: RDU PE3 Parking Improvements Test Date(s) 4/19 - 4/21/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: S-6 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 3/2/2023 Grooving tool 1801 3/2/2023
LL Apparatus 34656 3/20/2023
Oven 13289 9/1/2022
Pan# Liquid Limit Plastic Limit
Tare#: 23 60 37 C-2 8
A Tare Weight 12.33 14.08 12.37 21.32 13.49
B Wet Soil Weight + A 23.64 23.90 22.95 27.64 19.64
C Dry Soil Weight + A 21.03 21.52 20.44 26.61 18.65
D Water Weight (B-C) 2.61 2.38 2.51 1.03 0.99
E Dry Soil Weight (C-A) 8.70 7.44 8.07 5.29 5.16
F % Moisture (D/E)*100 30.0% 32.0% 31.1% 19.5% 19.2%
N #OF DROPS 35 19 29 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 19.4%
33.0 - One Point Liquid Limit
N Factor N _Factor
20 0.974 26 1.005
'a 32.0 21 0.979 27 1.009
• 22 0.985 28 1.014
o .cf 23 0.99 29 1.018
s' 31.0 • 24 0.995 30 1.022
• 25 1.000
° •
NP, Non-Plastic 0
.
30.0 • Liquid Limit 31
. Plastic Limit 19
•. Plastic Index 12
29.0 I • i I I I I I 1
10 15 20 25 30 35 40 100
Group Symbol CL
#of Drops Multipoint Method ❑�
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 28.1%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S-6 Bulk(0-5ft) Classification.xls Page 1 of 1

Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
Revision No. & PLASTIC INDEX
Revision Date:8/28/17 I I
dir
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 8/25/2022
Project Name: RDU PE3 Parking Improvements Test Date(s) 8/13 - 8/25/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-1 Sample#: Bulk Sample Date: N/A
Location: Site-Borehole Offset: N/A Depth (ft): 1 - 5 ft.
Sample Description: Brown CLAY with Sand (CH)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 8/1/2022 Grooving tool 1801 7/28/2022
LL Apparatus 1803 8/2/2022
Oven 1454 9/29/2021
Pan# Liquid Limit Plastic Limit
Tare#:
A Tare Weight 10.97 12.43 12.39 21.18 21.43
B Wet Soil Weight + A 21.91 22.82 22.61 27.75 28.11
C Dry Soil Weight + A 18.31 19.29 19.09 26.48 26.83
D Water Weight (B-C) 3.60 3.53 3.52 1.27 1.28
E Dry Soil Weight (C-A) 7.34 6.86 6.70 5.30 5.40
F % Moisture (D/E)*100 49.0% 51.5% 52.5% 24.0% 23.7%
N # OF DROPS 27 20 16 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 23.9%
7 1-One Point Liquid Limit
54.0 - -
N Factor N Factor_
53.0 : 20 0.974 26 1.005
�, 21 0.979 27 1.009
52.0 _ 22 0.985 28 1.014 -
o : _23 0.99 29 1.018
v 51.0 _ 24 0.995 30 1.022
50.0 25 1.000
° • NP, Non-Plastic 0
49.0 Liquid Limit 50•
48.0 ' Plastic Limit 24
Plastic Index 26
47.0 Group Symbol CH
10 15 20 25 30 35 40 #of Drops I l00 Multipoint Method ❑✓
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 15.2%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME, Inc.
B-1 Bulk(1-5ft) Classification.xls Page 2 of 2

Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
Revision No. & PLASTIC INDEX
Revision Date:8/28/17
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 ❑
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 21050140 Report Date: 8/25/22
Project Name: RDU PE3 Parking Improvements Test Date(s) 8/23 - 8/25/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Drive, Suite 3
Boring #: B-2 Sample#: SS-1 Sample Date: N/A
Location: Site-Borehole Offset: N/A Depth (ft): 1.5 - 3.0 ft.
Sample Description: Brown Sandy CLAY
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 8/1/2022 Grooving tool 1801 7/28/2022
LL Apparatus 1803 5/25/2022
Oven 1454 9/29/2021
Pan# Liquid Limit Plastic Limit
Tare#:
A Tare Weight 11.01 12.49 ' 12.48 I 21.20 ' 21.21
B Wet Soil Weight + A 21.83 22.17 21.60 28.07 28.38
C Dry Soil Weight + A 17.97 18.62 18.13 26.67 26.95
D IWater Weight (B-C) 3.86 3.55 3.47 ' 1.40 1.43
E Dry Soil Weight (C-A) 6.96 6.13 5.65 5.47 5.74
F % Moisture (D/E)*100 55.5% 57.9% 61.4% 25.6% 24.9%
N ,#OF DROPS 34 28 19 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2276
Ave. Average 25.3%
62.0 - One Point Liquid Limit
N Factor N Factor
61.0 : 20 0.974 26 1.005
60.0 21 0.979 27 1.009
y 22 0.985 28 1.014
0 59.0 ' 23 0.99 29 1.018
•L 58.0 24 0.995 30 1.022
25 1.000
o 57.0 •
NP, Non Plastic 0
56.0 ' Liquid Limit 59
• Plastic Limit 25
55.0
Plastic Index 34
54.0 ' I 1 I I I I
to is 20 25 30 35 40 100 Group Symbol CH
#of Drops Multipoint Method 0
d One-point Method ❑
Wet Preparation ❑ Dry Preparation H Air Dried U Estimate the%Retained on the#40 Sieve: 16.5%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET -- Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME, Inc.
S&ME,INC. -Corporate 3201 Spring Forest Road B-2 SS-1(1-2.5 ft)Plxls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
Revision No. & PLASTIC INDEX
Revision Date:8/28/17
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 ❑
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 21050140 Report Date: 8/25/22
Project Name: RDU PE3 Parking Improvements Test Date(s) 8/23 - 8/25/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Drive, Suite 3
Boring #: B-4 Sample#: SS-1 Sample Date: N/A
Location: Site-Borehole Offset: N/A Depth (ft): 1.5 - 3.0 ft.
Sample Description: Brown Sandy CLAY
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 8/1/2022 Grooving tool 1801 7/28/2022
LL Apparatus 1803 5/25/2022
Oven 1454 9/29/2021
Pan# Liquid Limit Plastic Limit
Tare#:
A Tare Weight 14.01 12.15 ' 12.31 21.24 18.59
B Wet Soil Weight + A 24.08 21.09 21.51 27.84 25.11
C Dry Soil Weight + A 20.06 17.39 17.60 26.33 23.62
D IWater Weight (B-C) 4.02 3.70 3.91 1.51 1.49
E Dry Soil Weight (C-A) 6.05 5.24 5.29 5.09 5.03
F % Moisture (D/E)*100 66.4% 70.6% 73.9% 29.7% 29.6%
N ,#OF DROPS 35 28 25 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2276
Ave. Average 29.7%
75.0 - One Point Liquid Limit
N Factor N Factor
74.0 • 20 0.974 26 1.005
73.0 21 0.979 27 1.009
0.) 72.0 • 22 0.985 28 30 1.014
C° 71.0 • 23 0.99 29 1.018
a.L 70.0 - 24 0.995 30 1.022
,.. \ 25 1.000
c 69.0
NPPlastic, Non-PlasticLimit ❑
68.0 • Liquid Limit 74
67.0 •
66.0
Plastic Index 44
65.0 I 1 I I I I
10 15 20 25 30 35 40 100
Group Symbol CH
#of Drops Multipoint Method E
d One-point Method ❑
Wet Preparation ❑ Dry Preparation Air Dried E Estimate the%Retained on the#40 Sieve: 16.1%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET -- Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME, Inc.
S&ME,INC. -Corporate 3201 Spring Forest Road B-4 SS-1(1-2.5 ft)Plxls
Raleigh,NC.27616 Page 1 of 1

di
Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
Revision No. & PLASTIC INDEX
Revision Date:8/28/17 I I
dir
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 8/25/2022
Project Name: RDU PE3 Parking Improvements Test Date(s) 8/13 - 8/25/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-19 Sample#: Bulk Sample Date: N/A
Location: Site-Borehole Offset: N/A Depth (ft): 1 - 5 ft.
Sample Description: Brown Sandy CLAY (CL)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 8/1/2022 Grooving tool 1801 7/28/2022
LL Apparatus 1803 8/2/2022
Oven 1454 9/29/2021
Pan# Liquid Limit Plastic Limit
Tare#:
A Tare Weight 12.33 12.30 13.94 21.30 21.42
-
B Wet Soil Weight + A 23.05 22.46 23.48 28.24 28.72
C Dry Soil Weight + A 20.32 19.78 20.84 27.05 27.48
D Water Weight (B-C) 2.73 2.68 2.64 1.19 1.24
E Dry Soil Weight (C-A) 7.99 7.48 6.90 5.75 6.06
F % Moisture (D/E)*100 34.2% 35.8% 38.3% 20.7% 20.5%
N # OF DROPS 29 22 15 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 20.6%
7 1-One Point Liquid Limit
40.0 - - -Factor-
_
N Factor N Factor_
39.0 : 20 0.974 26 1.005
�, 21 0.979 27 1.009
38.0 _ 22 0.985 28 1.014 -
o : _23 0.99 29 1.018
v 37.0 _ 24 0.995 30 1.022
36.0 25 1.000
° • NP, Non-Plastic 0
35.0 Liquid Limit 35
34.0 : Plastic Limit 21
Plastic Index 14
33.0 . 1 1
10 15 20 25 30 35 40 ioo Group Symbol CL
#of Drops Multipoint Method E
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 28.3%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME, Inc.
B-19 Bulk(1-5ft) Classification.xls Page 2 of 2

Form No.TR-D4318-T89-90 LIQUID LIMIT, PLASTIC LIMIT, &
Revision No. & PLASTIC INDEX
Revision Date:8/28/17 I I
dir
ASTM D 4318 ❑x AASHTO T 89 0 AASHTO T 90 0
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 8/25/2022
Project Name: RDU PE3 Parking Improvements Test Date(s) 8/13 - 8/25/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-27 Sample#: Bulk Sample Date: N/A
Location: Site-Borehole Offset: N/A Depth (ft): 1 - 5 ft.
Sample Description: Brown CLAY with Sand (CL)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 20977 8/1/2022 Grooving tool 1801 7/28/2022
LL Apparatus 1803 8/2/2022
Oven 1454 9/29/2021
Pan# Liquid Limit Plastic Limit
Tare#:
A Tare Weight 12.29 12.34 13.89 21.26 21.36
B Wet Soil Weight + A 21.80 22.46 23.44 28.14 28.64
C Dry Soil Weight + A 18.96 19.28 20.36 26.91 27.33
D Water Weight (B-C) 2.84 3.18 3.08 1.23 1.31
E Dry Soil Weight (C-A) 6.67 6.94 6.47 5.65 5.97
F % Moisture (D/E)*100 42.6% 45.8% 47.6% 21.8% 21.9%
N # OF DROPS 35 21 17 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 21.9%
7 1-One Point Liquid Limit
49.0 - -
N Factor N Factor_
48.0 : 20 0.974 26 1.005
�, • 21 0.979 27 1.009
47.0 _ 22 0.985 28 1.014 _
o : 23 0.99 29 1.018 _
v 46.0 _ 24 0.995 30 1.022
45.0 25 1.000
° • NP, Non-Plastic 0
44.0 Liquid Limit 45
43.0 Plastic Limit 22
Plastic Index 23
42.0 ' I I I Group Symbol CL
10 15 20 25 30 35 40 #of Drops I l00 Multipoint Method ❑✓
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 13.6%
Notes/Deviations/References:
ASTM D 4318: Liquid Limit, Plastic Limit, &Plastic Index of Soils
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME, Inc.
B-27 Bulk(1-5ft) Classification.xls Page 2 of 2

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 5/10/2023
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: RS&H Date Received: 5/10/2023
Client Address: Raleigh, NC
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: 4/28/2023
Location: Site-Borehole Boring #: HA Sample#: Bulk
Log/Sample Id. 172 Type: Bulk Elev/Depth (ft): 0-3 ft.
Sample Description: Brown Clayey SAND (SC)
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% - • • • • ► • • i • • • • •
90% •
80%
70% •
C
Ts 60%
I.) 50% •
a 40% •
30% •
20% •
10% •
0% r ♦ • • ♦ ♦
100.00 10.00 Millimeters I 1.00 0.10 0.01
J
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/4" Coarse Sand 12.4% Fine Sand 15.9%
Gravel 4.7% Medium Sand 21.0% Silt&Clay 46.0%
Liquid Limit 28 Plastic Limit 19 Plastic Index 9
Maximum Dry Density 121.8 pcf Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture 11.3% Natural Moisture 9.9%
Notes/Deviations/References:
Mal Krajan, ET Laboratory Manager 5/19/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
HA Bulk(0-3ft) Classification.xls Page 1 of 1

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III 1 .
_
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 4/11/2023
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: RS&H Date Received: 4/11/2023
Client Address: Raleigh, NC
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: 4/6/2023
Location: Site-Borehole Boring #: P-2 Sample#: Bulk
Log/Sample Id. 125 Type: Bulk Elev/Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% - i• • - ► • • i • • • • •
90% • 1
80%
a 70% •
C
Ts 60%
a
a 50% •
a 40% •
30%
20% •
10% •
0% r ♦ • • ♦ . ♦
100.00 10.00 Millimeters I 1.00 0.10 0.01
J
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/4" Coarse Sand 6.7% Fine Sand 16.9%
Gravel 4.7% Medium Sand 18.8% Silt&Clay 52.9%
Liquid Limit 30 Plastic Limit 18 Plastic Index 12
Maximum Dry Density 120.2 pcf Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture 11.9% Natural Moisture 9.9%
Notes/Deviations/References:
Mal Krajan, ET <-- Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
P-2 Bulk(0-5ft) Classification.xls Page 1 of 1

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III MEW
_
IMMEk
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 4/11/2023
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: RS&H Date Received: 4/11/2023
Client Address: Raleigh, NC
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: 4/6/2023
Location: Site-Borehole Boring #: P-8 Sample#: Bulk
Log/Sample Id. 125 Type: Bulk Elev/Depth (ft): 0-5
Sample Description: Brown Clayey SAND (SC)
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% - i• • a; • • i • • • • •
90% • 1
80%
a 70% •
C
Ts 60% -
a
aMI.
50% •
a 40% •
30%
20% •
10% •
0% r ♦ • • ♦ . ♦
100.00 10.00 Millimeters I 1.00 0.10 0.01
J
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/4" Coarse Sand 8.5% Fine Sand 18.1%
Gravel 4.7% Medium Sand 22.5% Silt&Clay 46.2%
Liquid Limit 27 Plastic Limit 19 Plastic Index 8
Maximum Dry Density 123.2 pcf Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture 11.0% Natural Moisture 10.5%
Notes/Deviations/References:
Mal Krajan, ET <-- Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
P-8 Bulk(0-5ft) Classification.xls Page 1 of 1

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1 Revision Date: 9/5/17 III MEW
_
IMMEk
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 4/11/2023
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: RS&H Date Received: 4/11/2023
Client Address: Raleigh, NC
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: 4/6/2023
Location: Site-Borehole Boring #: P-9 Sample#: Bulk
Log/Sample Id. 125 Type: Bulk Elev/Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% - i• • • • •
90% •
80%
70% •
C
Ts 60%
I.) 50% •
a 40% •
30%
20% •
10% •
0% r ♦ • • ♦ ♦
100.00 10.00 Millimeters I 1.00 0.10 0.01
J
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/4" Coarse Sand 6.9% Fine Sand 16.9%
Gravel 4.5% Medium Sand 17.0% Silt&Clay 54.7%
Liquid Limit 31 Plastic Limit 18 Plastic Index 13
Maximum Dry Density 124.5 pcf Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture 11.5% Natural Moisture 9.8%
Notes/Deviations/References:
Mal Krajan, ET Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
P-9 Bulk(0-5ft) Classification.xls Page 1 of 1

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III MEW
_
IMMEk
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 4/11/2023
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: RS&H Date Received: 4/11/2023
Client Address: Raleigh, NC
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: 4/6/2023
Location: Site-Borehole Boring #: P-12 Sample#: Bulk
Log/Sample Id. 125 Type: Bulk Elev/Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% - I! • • • • • • i • • • • •
90% • 1
80%
i
a 70% •
C
Ts 60%
a
a 50% •
a 40% •
30%
20% •
10% •
0% r ♦ • • ♦ . ♦
100.00 10.00 Millimeters I 1.00 0.10 0.01
J
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/4" Coarse Sand 7.8% Fine Sand 18.8%
Gravel 4.5% Medium Sand 17.7% Silt&Clay 51.2%
Liquid Limit 30 Plastic Limit 17 Plastic Index 13
Maximum Dry Density 124.4 pcf Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture 11.3% Natural Moisture 8.6%
Notes/Deviations/References:
Mal Krajan, ET <-- Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
P-12 Bulk(0-5ft) Classification.xls Page 1 of 1

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 4/11/2023
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: RS&H Date Received: 4/11/2023
Client Address: Raleigh, NC
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: 4/6/2023
Location: Site-Borehole Boring #: S-6 Sample#: Bulk
Log/Sample Id. 125 Type: Bulk Elev/Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% - • i • • • • •
90% •
80%
70% •
Ts 60% -
a
I.) 50% •
a 40% •
30%
20% •
10% •
0% r ♦ • • ♦ ♦
100.00 10.00 Millimeters I 1.00 0.10 0.01
J
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/4" Coarse Sand 7.2% Fine Sand 15.8%
Gravel 4.4% Medium Sand 16.5% Silt&Clay 56.1%
Liquid Limit 31 Plastic Limit 19 Plastic Index 12
Maximum Dry Density 111.8 pcf Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture 16.3% Natural Moisture 12.1%
Notes/Deviations/References:
Mal Krajan, ET Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S-6 Bulk(0-5ft) Classification.xls Page 1 of 1

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III . 1,
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 8/9/2022
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: Delta Airport Consultants Date Received: 8/3/2022
Client Address: 1750 E International Dr. Suite 3
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: N/A
Location: Site-Borehole Boring #: B-1 Sample#: Bulk
Log/Sample Id. 280 Type: Bulk Elev/Depth (ft): 1 - 5 ft.
Sample Description: Brown CLAY with Sand (CH)
1-
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% • ♦ • • • • • •
90% • 1 1
80%
tt 70% •
cce 60% • ------
a
cu 50% •
CI)
p" 40% •
30%
20% •
10%
0% P ♦ • • •
100.00 10.00 Millimeters 1 1.00 0.10 0.01
—
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm _
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm _
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/8" Coarse Sand 3.4% Fine Sand 11.4%
Gravel 2.5% Medium Sand 9.3% Silt &Clay 73.4%
Liquid Limit 50 Plastic Limit 24 Plastic Index 26
Maximum Dry Density ND Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture ND Natural Moisture 18.4%
Notes/Deviations/References: ND=Not Determined.
c✓\ x
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
B-1 Bulk(1-5ft) Classification.xls Page 1 of 2

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 8/9/2022
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: Delta Airport Consultants Date Received: 8/3/2022
Client Address: 1750 E International Dr. Suite 3
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: N/A
Location: Site-Borehole Boring #: B-19 Sample#: Bulk
Log/Sample Id. 280 Type: Bulk Elev/Depth (ft): 1 - 5 ft.
Sample Description: Brown Sandy CLAY (CL)
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% • • • • • - •
90% •
80%
ce 70% •
e 60%
cu 50% •
a 40% •
30%
20% •
10%
0% ♦ • • • ♦
100.00 10.00 Millimeters 1.00 0.10 0.01
_ Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm _
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm _
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/4" Coarse Sand 5.5% Fine Sand 15.1%
Gravel 4.9% Medium Sand 17.9% Silt &Clay 56.6%
Liquid Limit 35 Plastic Limit 21 Plastic Index 14
Maximum Dry Density ND Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture ND Natural Moisture 7.3%
Notes/Deviations/References: ND=Not Determined.
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
B-19 Bulk(1-5ft) Classification.xls Page 1 of 2

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 8/9/2022
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: Delta Airport Consultants Date Received: 8/3/2022
Client Address: 1750 E International Dr. Suite 3
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: N/A
Location: Site-Borehole Boring #: B-20 Sample#: SS-2
Log/Sample Id. 280 Type: SS Elev/Depth (ft): 3.5-5
Sample Description: Brown Clayey SAND
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% • • • • • • • • • • • • • •
90% •
80%
ce 70% •
� I
e 60%
cu 50% •
a 40% •
30%
20% •
10%
0% ♦ • • • ♦
100.00 10.00 Millimeters 1.00 0.10 0.01
_ Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm _
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm _
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/8" Coarse Sand 14.9% Fine Sand 16.5%
Gravel 6.5% Medium Sand 25.2% Silt &Clay 36.9%
Liquid Limit ND Plastic Limit ND Plastic Index ND
Maximum Dry Density ND Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture ND Natural Moisture 7.1%
Notes/Deviations/References: ND=Not Determined.
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
B-20 SS-2(3.5-5 ft)Grainsize.xls Page 1 of 1

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III . 1,
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 8/9/2022
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: Delta Airport Consultants Date Received: 8/3/2022
Client Address: 1750 E International Dr. Suite 3
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: N/A
Location: Site-Borehole Boring #: B-27 Sample#: Bulk
Log/Sample Id. 280 Type: Bulk Elev/Depth (ft): 1 - 5 ft.
Sample Description: Brown CLAY with Sand (CL)
1-
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% • ♦ • • • • • •
90% • 1 1
80%
tt 70% •
e 60%
a
a�i 50% •
61
CI)
p" 40% •
30%
20% •
10%
0% P ♦ • • •
100.00 10.00 Millimeters 1 1.00 0.10 0.01
—
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm _
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm _
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/8" Coarse Sand 2.8% Fine Sand 14.7%
Gravel 0.8% Medium Sand 10.0% Silt &Clay 71.7%
Liquid Limit 45 Plastic Limit 22 Plastic Index 23
Maximum Dry Density ND Bulk Gravity (C127) N/A %Absorption N/A
Optimum Moisture ND Natural Moisture 10.7%
Notes/Deviations/References: ND=Not Determined.
c✓\ x
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
B-27 Bulk(1-5ft) Classification.xls Page 1 of 2

Form No TR-D6913-GR-01 SIEVE ANALYSIS OF SOIL &
Revision No. 1
Revision Date: 9/5/17 III
Single sieve set ASTM D6913
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Record Date: 8/9/2022
Project Name: RDU PE3 Parking Improvements Lab Report#: 1
Client Name: Delta Airport Consultants Date Received: 8/3/2022
Client Address: 1750 E International Dr. Suite 3
Received By: Lab Tech Sampled by: S&ME, Inc. Date Sampled: N/A
Location: Site-Borehole Boring #: B-27 Sample#: SS-2
Log/Sample Id. 280 Type: SS Elev/Depth (ft): 3.5-5
Sample Description: Gray Clayey SAND
3" 2" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100#140 #200
100% • • • • • • • • • • • • •
90% •
80%
tt 70% •
e 60%
CO 50% •
PI' 40% •
30%
20% •
10% • —
0% ♦ • • ♦ •
100.00 10.00 Millimeters 1.00 0.10 0.01
_ Cobbles < 300 mm (12") and > 75 mm (3") _ Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10) Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Method: B Procedure for obtaining Specimen: Moist
Maximum Particle Size 3/8" Coarse Sand 8.3% Fine Sand 18.7%
Gravel 9.1% Medium Sand 20.6% Silt &Clay 43.3%
Liquid Limit ND Plastic Limit ND Plastic Index ND
Maximum Dry Density ND Bulk Gravity(C127) N/A %Absorption N/A
Optimum Moisture ND Natural Moisture 11.9%
Notes/Deviations/References: ND=Not Determined.
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
B-27 SS-2(3.5-5 ft)Grainsize.xls Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT milli= &
Revision No.: 1
Revision Date:07/25/17 I I I
iiI
illk
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 5/19/2023
Project Name: RDU PE3 Test Date(s): 5/15-5/19/2023
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: HA Sample#: Bulk Sample Date: 4/28/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-3
Sample Description: Brown Clayey SAND (SC)
Maximum Dry Density 121.8 PCF. Optimum Moisture Content 11.3%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil Aggregate Mixtures' Natural
135.0 - lila � Il
` Moisture 9.9%
2.650 100% Saturation Content
Curve ' Assumed
\ Specific 2.650
130.0 • \
\ Gravity
\ Liquid Limit 28
\ Plastic Limit 19
125.0 • \\ Plastic Index 9
w \ % Passing
a \/1\
3/4" 100.0%
120.0 3/8" 99.0%
#4 95.3%
Ca #10 82.9%
Q \ #40 61.9%
115.0 — \ — #60 56.1%
\ #200 46.0%
\
\
110.0 — `•
\ I Oversize Fraction
v\ Bulk Gravity
\
105.0 I \ %Moisture
0.0 51111r inn n 20.0 25.0 %Oversize
Moisture Content(%) MDD
Opt. MC
Moisture-Density Curve Displayed: Fine Fraction IX Corrected for Oversize Fraction(ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑x 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer IX Moist Preparation 0 Dry Preparation 0
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
cam, _-- .
Mal Krajan, ET SIT ---�' Laboratory Manager 5/19/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road HA Bulk(0-3 ft)Proctor.xls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT = &
Revision No.: 1
Revision Date:07/25/17 I I
IIIIk
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 4/19/23
Project Name: RDU PE3 Test Date(s): 4/12-4/19/2023
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: P-2 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
Maximum Dry Density 120.2 PCF. Optimum Moisture Content 11.9%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures' Natural
130.0 - I I Moisture 9.9%
2.650 100% Saturation Content
Curve Assumed
125.0 \ Specific 2.650
\ Gravity
\ Liquid Limit 30
\ Plastic Limit 18
120.0 r \ Plastic Index 12
v \\ % Passing
a \ 3/4" 100.0%
\ 3/8" 99.2%
115.0 • \\ #4 95.3%
Q \ #10 88.6%
\
Q \ #40 69.8%
110.0 • \\ #60 64.0%
\ #200 52.9%
\
\
105.0 • \
\ Oversize Fraction
\
\
\ Bulk Gravity
\ %Moisture
100.0 i 1 I I I i
0.0 5.0 inn 1411 20.0 25.0 %Oversize
Moisture Content(%)II MDD
Opt MC
Moisture-Density Curve Displayed: Fine Fraction 0 Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve E 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer E Moist Preparation 0 Dry Preparation 0
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET - Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road P-2 Bulk(0-5ft)Proctor.xls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT mIlli= &
Revision No.: 1
Revision Date:07/25/17 I II
Emmy
ammr
MEMMIL
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 4/19/23
Project Name: RDU PE3 Test Date(s): 4/12 -4/19/2023
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: P-8 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Clayey SAND (SC)
Maximum Dry Density 123.2 PCF. Optimum Moisture Content 11.0%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures' Natural
140.0 - Moisture 10.5%
\` I Content
2.650 100% Saturation _ Assumed
Curve Specific 2.650
135.0 —
\ Gravity
\ Liquid Limit 27
\ Plastic Limit 19
130.0 \\ Plastic Index 8
v \\ % Passing
a \ 3/4" 100.0%
125.0 • \ 3/8" 99.3%
\ #4 95.3%
°)
Q ~ ---- \\ #10 86.8%
Q \\ #40 64.3%
120.0 • \ #60 57.2%
\ #200 46.2%
115.0 • \ Oversize Fraction
\
\ Bulk Gravity
\ %Moisture
110.0 i
0.0 5.0 inn 1411 20.0 25.0 %Oversize
Moisture Content(%)II MDD
Opt. MC
Moisture-Density Curve Displayed: Fine Fraction 0 Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve E 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer E Moist Preparation 0 Dry Preparation 0
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET Laboratory Manager 4/19/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road P-8 Bulk(0-5ft)Proctor.xls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT mIlli= &
Revision No.: 1 MEW
Revision Date:07/25/17 I II
Emmy
ammr
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 4/19/23
Project Name: RDU PE3 Parking Improvements Test Date(s): 4/18 - 4/19/23
Client Name: RS&H
Client Address: Raleigh
Boring #: P-9 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5 ft.
Sample Description: Brown Sandy CLAY (CL)
Maximum Dry Density 124.5 PCF. Optimum Moisture Content 11.5%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures' Natural
140.0 - .\ I I I I I 1 Moisture 9.8%
2.700 100% Saturation _ Content
Curve Assumed
\ Specific 2.700
135.0 —
\ Gravity
\ Liquid Limit 31
\ Plastic Limit 18
130.0 \` Plastic Index 13
v \\ % Passing
a \ 3/4" 100.0%
\ 3/8" 99.3%
Q \
\ #10 88.6%
Q \ #40 716%
120.0 • \ \ #60 66.2%
#200 54.7. %
\
\
115.0 • \
\ Oversize Fraction
\
\ Bulk Gravity
\ %Moisture
110.0 i e ` i i
0.0 5.0 inn 1411 20.0 25.0 %Oversize
Moisture Content(%)II MDD
Opt. MC
Moisture-Density Curve Displayed: Fine Fraction 0 Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve E 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer E Moist Preparation 0 Dry Preparation E
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET Laboratory Manager 4/19/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road P-9 Bulk(0-5ft)Proctor.xls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT III
11111 &
III
Revision No.: 1
Revision Date:07/25/17 I I I
Illr
IIIIk
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 4/19/23
Project Name: RDU PE3 Test Date(s): 4/11 -4/19/2023
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: P-12 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
Maximum Dry Density 124.4 PCF. Optimum Moisture Content 11.3%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures' Natural
135.0 - '\ I I Moisture 8.6%
2.700 100% Saturation Content
Curve Assumed
\ Specific 2.700
130.0 — \
\ Gravity
\ Liquid Limit 30
\ Plastic Limit 17
125.0 « \/t"\
Plastic Index 13
w % Passing
a 3/4" 100.0%
3/8" 97.7%
120.0 #4 95.5%
Q #10 87.7%
Q \ #40 70.0%
115.0 • \ #60 64.5%
\
\ #200 51.2%
110.0 • \
\ Oversize Fraction
\
\ Bulk Gravity
\
I
105.0 I I \ %Moisture
0.0 5.0 inn 1411 20.0 25.0 %Oversize
Moisture Content(%)II MDD
Opt MC
Moisture-Density Curve Displayed: Fine Fraction 0 Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve E 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer E Moist Preparation 0 Dry Preparation 0
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
,' (
Mal Krajan, ET Laboratory Manager 4/19/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road P-12 Bulk(0-5ft)Proctor.xls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT mIlli= &
Revision No.: 1
Revision Date:07/25/17 I II
Emmy
ammr
MEMMIL
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 4/19/23
Project Name: RDU PE3 Test Date(s): 4/12-4/19/2023
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: S-6 Sample#: Bulk Sample Date: 4/6/2023
Location: Site-Borehole Offset: N/A Depth (ft): 0-5
Sample Description: Brown Sandy CLAY (CL)
Maximum Dry Density 111.8 PCF. Optimum Moisture Content 16.3%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures' Natural
125.0 - \ I Moisture 12.1%
\ Content
2.650 100% Saturation Assumed
\ Curve Specific 2.650
120.0 — \
\ Gravity
\ Liquid Limit 31
\ Plastic Limit 19
115.0 \ Plastic Index 12
w \\ % Passing
a ———— \ 3/4" 100.0%
\ 3/8" 98.2%
110.0 • \
'' \ #4 95.6%
Q #10 88.4%
Q \\ #40 71.9%
105.0 • \ #60 66.3%
\ #200 56.1%
\
100.0 • \
\ Oversize Fraction
\
\ Bulk Gravity
95.0 - \ %Moisture
I
5.0 10.0 1 C n NI n 25.0 30.0 %Oversize
Moisture Content(%)II MDD
Opt MC
Moisture-Density Curve Displayed: Fine Fraction ❑x Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑x 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer ❑x Moist Preparation 0 Dry Preparation 0
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET Laboratory Manager 4/21/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road S-6 Bulk(0-5ft)Proctor.xls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT = &
IIIII
Revision No. : 1
Revision Date:07/25/17 III
IIIIk
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 8/16/22
Project Name: RDU PE3 Parking Improvements Test Date(s): 8/13 - 8/16/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-1 Sample#: Bulk Sample Date: 7/28/2022
Location: Site-Borehole Offset: N/A Depth (ft): _ 1 - 5 ft.
Sample Description: Brown CLAY with Sand (CH)
Maximum Dry Density 109.2 PCF. Optimum Moisture Content 17.4%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures I Natural
125.0 - \ I Moisture 18.4%
I
2.650 I- 100% Saturation Content
T Curve
- Assumed
120.0 • \ Specific 2.650
Gravity
\ Liquid Limit 50
\ Plastic Limit 24
\
115.0 \ Plastic Index 26
4'17 \\ % Passing
aa. \ 3/4" 100.0%
y \ 3/8" 100.0%
.7 110.0 • \
\ #4 97.5%
\ #200 73.4%
Q
�j \\
105.0 • \
\
100.0 • \
\ Oversize Fraction
\
\\ Bulk Gravity
95.0 . \‘ %Moisture
5.0 10.0 lc n 7n n 25.0 30.0 % Oversize
Moisture Content(%)II MDD
Opt. MC
Moisture-Density Curve Displayed: Fine Fraction ❑x Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑x 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer ❑x Moist Preparation 0 Dry Preparation ❑x
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET Laboratory Manager 9/9/2021
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road B-1 Bulk(1-5ft)Proctor.xls
Raleigh,NC. 27616 Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT = &
IIIII
Revision No. : 1
Revision Date:07/25/17 III
IIIIk
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 8/16/22
Project Name: RDU PE3 Parking Improvements Test Date(s): 8/13 - 8/16/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-19 Sample#: Bulk Sample Date: 7/28/2022
Location: Site-Borehole Offset: N/A Depth (ft): _ 1 - 5 ft.
Sample Description: Brown Sandy CLAY (CL)
Maximum Dry Density 117.4 PCF. Optimum Moisture Content 12.9%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures I Natural
130.0 - I I I I Moisture 7.3%
2.650 100% Saturation Content
Curve Assumed
125.0 \ Specific 2.650
\ Gravity
\ Liquid Limit 35
\ Plastic Limit 21
120.0 \\ Plastic Index 14
\\ % Passing
a. \ 3/4" 100.0%
115.0 \\ 3/8" 98.0%
\ #4 95.1%
Q \ #200 56.6%
Q \
110.0 • \
\
\
\
\
\
105.0
\ Oversize Fraction
\
\
\ Bulk Gravity
\
100.0 %Moisture
0.0 5.0 I n n 1411 20.0 25.0 % Oversize
Moisture Content(%)II MDD
Opt. MC
Moisture-Density Curve Displayed: Fine Fraction 0 Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve 0 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer 0 Moist Preparation 0 Dry Preparation ❑x
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET - Laboratory Manager 9/9/2021
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road B-19 Bulk(1-5ft)Proctor.xls
Raleigh,NC. 27616 Page 1 of 1

Form No.TR-D698-2 MOISTURE - DENSITY REPORT = &
IIIII
Revision No. : 1
Revision Date:07/25/17 III
IIIIk
Quality Assurance
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
S&ME Project#: 217662 Report Date: 8/16/22
Project Name: RDU PE3 Parking Improvements Test Date(s): 8/13 - 8/16/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-27 Sample#: Bulk Sample Date: 7/28/2022
Location: Site-Borehole Offset: N/A Depth (ft): _ 1 - 5 ft.
Sample Description: Brown CLAY with Sand (CL)
Maximum Dry Density 110.5 PCF. Optimum Moisture Content 16.5%
ASTM D 698 - - Method A
Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures I Natural
125.0 - \ I I I I Moisture 10.7%
2.650 100% Saturation Content
\ Curve - Assumed
120.0 • \ - Specific 2.650
\ Gravity
\ Liquid Limit 45
\ Plastic Limit 22
\
115.0 \ Plastic Index 23
4'17 \\ % Passing
a 1 \ 3/4" 100.0%
› \ a
100.0%
.7 110.0 • —--- r \
\ 99.2%
Q
\ 71.7%
�j \
105.0 • \
100.0 • \
\ Oversize Fraction
\
\\ Bulk Gravity
95.0 . . \ %Moisture
5.0 10.0 lc n 7n n 25.0 30.0 % Oversize
Moisture Content(%)I MDD
Opt. MC
Moisture-Density Curve Displayed: Fine Fraction ❑x Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑x 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer ❑x Moist Preparation 0 Dry Preparation ❑x
References/Comments/Deviations:
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET Laboratory Manager 9/9/2021
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road B-27 Bulk(1-5ft)Proctor.xls
Raleigh,NC. 27616 Page 1 of 1

Form No.TR-D1883-T193-3 CBR (CALIFORNIA BEARING RATIO) zasp'
Revision No.2 OF LABORATORY COMPACTED SOIL
Revision Date:08/11/17
ASTM D 1883
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 5/27/2023
Project Name: RDU PE3 Parking Improvements Test Date(s) 5/20 - 5/27/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring #: HA Sample#: Bulk Sample Date: 4/28/23
Location: Site-Borehole Offset: N/A Depth (ft): 0-3 ft.
Sample Description: Brown Clayey SAND (SC)
ASTM D 698 Method A Maximum Dry Density: 121.8 PCF Optimum Moisture Content: 11.3%
Compaction Test performed on grading complying with CBR spec. % Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values
CBR at 0.1 in. 3.5 CBR at 0.2 in. 4.4 CBR at 0.1 in. 3.5 CBR at 0.2 in. 4.4
(
140.0 -
120.0 -
Corrected Value at.2,,
100.0 -
o. 80.0 -I Corrected Value at.1"
in 60.0 -
40.0 -
20.0
0.0 • • Al6p. • • • 12 • • • •
0.00 0.10 0.20 0.30 0.50
Strain(inches)
� J
CBR Sample Preparation:
The entire gradation was used and compacted in a 6"CBR mold in accordance with ASTM D 1883,Section 6.1.1
Before Soaking After Soaking
Compactive Effort(Blows per Layer) 42 Final Dry Density(PCF) 119.2
Initial Dry Density(PCF) 119.9 Average Final Moisture Content 14.5%
Moisture Content of the Compacted Specimen 11.7% Moisture Content(top 1" after soaking) 15.7%
Percent Compaction 98.4% Percent Swell 0.9%
Soak Time: 96 hrs. Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 101.9
Liquid Limit 28 Plastic Index 9
Notes/Deviations/References:
Test specimen compacted to 98%at optimum moisture.
Mal Krajan, ET Laboratory Manager 5/27/2023
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road HA Bulk(0-3 ft)CBR.xls
Raleigh,NC. 27616 Page 1 of 1

Form No.TR-D1883-T193-3 CBR (CALIFORNIA BEARING RATIO)
Revision No.2 OF LABORATORY COMPACTED SOIL
Revision Date:08/11/17
ASTM D 1883
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 8/25/2022
Project Name: RDU PE3 Parking Improvements Test Date(s) 8/13 - 8/25/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-27 Sample#: Bulk Sample Date: 7/28/22
Location: Site-Borehole Offset: N/A Depth (ft): 1 - 5 ft.
Sample Description: Brown CLAY with Sand (CL)
ASTM D 698 Method A Maximum Dry Density: 110.7 PCF Optimum Moisture Content: 15.4%
Compaction Test performed on grading complying with CBR spec. %Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values
CBR at 0.1 in. 3.4 CBR at 0.2 in. 3.9 CBR at 0.1 in. 3.4 CBR at 0.2 in. 3.9
120.0 1.11
I
100.0 -
I
80.0 -
c.
60.0 -
d
L
in
40.0 -
1A)
0.0 ♦ ♦ • • ♦ ♦ • • •
0.00 0.10 0.20 0.30 0.40 0.50
Strain(inches)I
CBR Sample Preparation:
The entire gradation was used and compacted in a 6"CBR mold in accordance with ASTM D 1883,Section 6.1.1
Before Soaking After Soaking
Compactive Effort(Blows per Layer) 35 Final Dry Density(PCF) 105.8
Initial Dry Density(PCF) 109.0 Average Final Moisture Content 19.9%
Moisture Content of the Compacted Specimen 15.1% Moisture Content(top 1" after soaking) 22.9%
Percent Compaction 98.5% Percent Swell 3.3%
Soak Time: 96 hrs. Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 101.9
Liquid Limit 45 Plastic Index 23
Notes/Deviations/References:
Test specimen compacted to 98%at opt.moisture.
Mal Krajan, ET Laboratory Manager 8/25/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road B-27 Bulk(1-5ft)CBR.xls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D1883-T193-3 CBR (CALIFORNIA BEARING RATIO)
Revision No.2 OF LABORATORY COMPACTED SOIL
Revision Date:08/11/17
ASTM D 1883
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 8/22/2022
Project Name: RDU PE3 Parking Improvements Test Date(s) 8/13 - 8/22/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-1 Sample#: Bulk Sample Date: 7/28/22
Location: Site-Borehole Offset: N/A Depth (ft): 1 - 5 ft.
Sample Description: Brown CLAY with Sand (CH)
ASTM D 698 Method A Maximum Dry Density: 109.2 PCF Optimum Moisture Content: 17.4%
Compaction Test performed on grading complying with CBR spec. %Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values
CBR at 0.1 in. 3.5 CBR at 0.2 in. 3.8 CBR at 0.1 in. 3.5 CBR at 0.2 in. 3.8
120.0 -1.111
100.0
Corrected Value at.2"J
80.0 -
-
P,
c. 60.0 -
i 'Corrected Value at.1"
40.0 -
20.0
0.0 • • • b ♦ • ♦ t • • •
0.00 0.10 0.20 0.30 0.40 0.50
Strain(inches)
CBR Sample Preparation:
The entire gradation was used and compacted in a 6"CBR mold in accordance with ASTM D 1883,Section 6.1.1
Before Soaking After Soaking
Compactive Effort(Blows per Layer) 35 Final Dry Density(PCF) 104.3
Initial Dry Density(PCF) 107.0 Average Final Moisture Content 20.5%
Moisture Content of the Compacted Specimen 17.2% Moisture Content(top 1" after soaking) 25.3%
Percent Compaction 98.0% Percent Swell 2.7%
Soak Time: 96 hrs. Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 101.9
Liquid Limit 50 Plastic Index 26
Notes/Deviations/References:
Test specimen compacted to 98%at opt.moisture.
Mal Krajan, ET Laboratory Manager 8/24/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road B-1 Bulk(1-5ft)CBR.xls
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D1883-T193-3 CBR (CALIFORNIA BEARING RATIO)
Revision No.2 OF LABORATORY COMPACTED SOIL
Revision Date:08/11/17
ASTM D 1883
S&ME, Inc. Raleigh: 3201 Spring Forest Road, Raleigh, NC 27616
Project#: 217662 Report Date: 8/22/2022
Project Name: RDU PE3 Parking Improvements Test Date(s) 8/13 - 8/22/22
Client Name: Delta Airport Consultants
Client Address: 1750 E International Dr. Suite 3
Boring #: B-19 Sample#: Bulk Sample Date: 7/28/22
Location: Site-Borehole Offset: N/A Depth (ft): 1 - 5 ft.
Sample Description: Brown Sandy CLAY(CL)
ASTM D 698 Method A Maximum Dry Density: 117.4 PCF Optimum Moisture Content: 12.9%
Compaction Test performed on grading complying with CBR spec. %Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values
CBR at 0.1 in. 4.4 CBR at 0.2 in. 5.2 CBR at 0.1 in. 4.4 CBR at 0.2 in. 5.2
160.0 la MIL
140.0 -
I
120.0 -
100.0 -
a,
s0.0 -
iv
60.0 -
40.0 -
20.0 -
0.0 • • • b • • • t • • •
0.00 0.10 0.20 0.30 0.40 0.50
Strain(inches)I
CBR Sample Preparation:
The entire gradation was used and compacted in a 6"CBR mold in accordance with ASTM D 1883,Section 6.1.1
Before Soaking After Soaking
Compactive Effort(Blows per Layer) 35 Final Dry Density(PCF) 110.2
Initial Dry Density(PCF) 114.6 Average Final Moisture Content 15.6%
Moisture Content of the Compacted Specimen 12.5% Moisture Content(top 1" after soaking) 18.6%
Percent Compaction 97.6% Percent Swell 4.2%
Soak Time: 96 hrs. Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 101.9
Liquid Limit 35 Plastic Index 14
Notes/Deviations/References:
Test specimen compacted to 98%at opt.moisture.
Mal Krajan, ET _ Laboratory Manager 8/24/2022
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road B-19 Bulk(1-5ft)CBR.xls
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D5084 Hydraulic Conductivity of Saturated Porous Materials Using . &
iiI
Revision No. 0 a Flexible Wall (Method 'C')
Revision Date: 8/28/17 ' I I
ASTM D5084 _
IIII S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Project#:217662 Report Date: 04/23/23
Project Name: RDU PE3 Test Date(s): 4/19-4/23/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring#: P-8 Sample#: Bulk Depth/Elevation:0-5 ft. Sample Date: 04/06/23
Location: Site-Borehole Offset: N/A Sample Description: Brown Clayey SAND (SC)
Liquid Limit:27 Specific Gravity:2.672 Sample Type: lab-compacted Sampled By: S&ME, Inc.
Plastic Limit: 19 Plasticity Index:8 Percent Passing#200:46.2 Maximum Particle Size:3/4"
Initial Sample Conditions Final Sample Conditions
Height(cm): 8.054 Wet Unit Weight(lbs/ft3): 131.0 Height(cm): 8.014 Dry Unit Weight(lbs/ft3): 118.3
Diameter(cm): 7.338 Dry Unit Weight(lbs/ft3): 117.7 Diameter(cm): 7.305 Percent Saturation: 96.7
Area (cm2): 42.29 Percent Saturation: 72.6 Area (cm2) 41.91 Void Ratio: 0.4089
Volume(cm3): 340.60 Void Ratio: 0.4160 Volume (cm3) 335.87 Porosity: 0.2902
Wet weight(grams): 715.1 Porosity: ( 0.2938 Wet weight(grams) 737.6 Measured B coefficient: 0.99
Dry Weight(grams): 642.5 Station Corrections (cm) Dry Weight(grams) 642.5
MDD (pcf): 123.2 Opt. (%): 11.0
Percent Moisture: 11.3 Influent: -2.454 Effluent: -2.613 Percent Moisture: 14.8
Testing Station Burette Areas (cm2): Effective Consolidation Stress (psi): 3.0 Permeant Liquid Used: Deaired Demineralized water
4 Influent: I 0.720 Influent: 0.720 Cell Pressure(psi): 73.0 Influent Pressure (psi): 70.0 Effluent Pressure (psi) 70.0
Start End Time Temperature (°C) Corr. Initial Final h1 h2 Grad- K-Value (cm/sec)
Date Time Date Time (seconds) Initial ' Final Avg. Factor INF. EFF. INF. EFF. (cm) (cm) ient Uncorrected Corrected
04/20/23 5:18:00 AM 04/20/23 5:36:00 AM 1080 21.8 21.8 21.8 0.958 20.00 50.00 21.00 49.00 30.16 28.16 3.6 4.37E-06 4.19E-06
04/20/23 5:36:00 AM 04/20/23 5:58:00 AM 1320 21.8 21.9 21.9 0.955 21.00 49.00 22.10 47.90 28.16 25.96 3.4 4.24E-06 4.05E-06
04/20/23 5:59:00 AM 04/20/23 6:19:00 AM 1200 21.9 21.8 21.9 0.955 20.00 50.00 21.10 48.90 30.16 27.96 3.6 4.34E-06 4.14E-06
04/20/23 6:19:00 AM 04/20/23 6:58:00 AM 2340 21.8 21.8 21.8 0.958 21.10 48.90 23.00 47.00 27.96 24.16 3.3 4.30E-06 4.12E-06
Remarks: Test specimen compcated to 95%of optimum moisture. Averages: 4.31E-06 4.13E-06
References: ASTM D 854:Specific Gravity of Soils ASTM D 422: Particle Size Analysis of Soils K-Value in/hr 0.0061 0.0059
ASTM D 5084: Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter r N
Conductivity vs.Time
ASTM D 2216: Laboratory Determination of Water Content of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plasticity Index of Soils 4.2E-06
ASTM D 2487:Classification of Soils for Engineering Purposes (Unified Soil Classification System) 4.2E-06
(,, ,_ _C _ _- 4.1E-06
Mal Krajan, ET Laboratory Manager 5/19/2023 4,1E-06
Technical Responsibility Signature Position Date 4.0E-06 .
0
2000 4000 6000 8000
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
3201 Spring Forest Road
S&ME,Inc. -Corporate Raleigh,NC 27616 P-8 Bulk(0-5ft)Permeability.xls Report

Form No:TR-D5084 Hydraulic Conductivity of Saturated Porous Materials Using . &
iiI
Revision No. 0 a Flexible Wall (Method 'C')
Revision Date: 8/28/17 ' I I
ASTM D5084 _
IIII S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Project#:217662 Report Date: 04/23/23
Project Name: RDU PE3 Test Date(s): 4/19-4/23/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring#: P-9 Sample#: Bulk Depth/Elevation:0-5 Sample Date: 04/06/23
Location: Site-Borehole Offset: N/A Sample Description: Brown Sandy CLAY(CL)
Liquid Limit: 31 Specific Gravity:2.663 Sample Type: lab-compacted Sampled By: S&ME, Inc.
Plastic Limit: 18 Plasticity Index: 13 Percent Passing#200: 54.7 Maximum Particle Size:3/4"
Initial Sample Conditions Final Sample Conditions
Height(cm): 8.052 Wet Unit Weight(lbs/ft3): 132.0 Height(cm): 8.011 Dry Unit Weight(lbs/ft3): 118.5
Diameter(cm): 7.330 Dry Unit Weight(lbs/ft3): 117.9 Diameter(cm): 7.300 Percent Saturation: 95.9
Area (cm2): 42.20 Percent Saturation: 78.0 Area (cm2) 41.85 Void Ratio: 0.4025
Volume(cm3): 339.79 Void Ratio: 0.4096 Volume (cm3) 335.26 Porosity: 0.2870
Wet weight(grams): 718.7 Porosity: ( 0.2906 Wet weight(grams) 734.7 Measured B coefficient: 0.97
Dry Weight(grams): 641.7 Station Corrections (cm) Dry Weight(grams) 641.7
MDD (pcf): 124.5 Opt. (%): 11.5
Percent Moisture: 12.0 Influent: -2.962 Effluent: -2.962 Percent Moisture: 14.5
Testing Station Burette Areas (cm2): Effective Consolidation Stress (psi): 3.0 Permeant Liquid Used: Deaired Demineralized water
3 Influent: I 0.720 Influent: 0.720 Cell Pressure(psi): 73.0 Influent Pressure (psi): 70.0 Effluent Pressure (psi) 70.0
Start End Time Temperature (°C) Corr. Initial Final h1 hz Grad- K-Value (cm/sec)
Date Time Date Time (seconds) Initial ' Final Avg. Factor INF. EFF. INF. EFF. (cm) (cm) ient Uncorrected Corrected
04/20/23 5:22:00 AM 04/20/23 5:47:00 AM 1500 21.8 21.8 21.8 0.958 10.00 50.00 11.00 49.00 40.00 38.00 4.9 2.36E-06 2.26E-06
04/20/23 5:47:00 AM 04/20/23 6:18:00 AM 1860 21.8 21.9 21.9 0.955 11.00 49.00 12.20 47.80 38.00 35.60 4.6 2.42E-06 2.31E-06
04/20/23 6:18:00 AM 04/20/23 7:04:00 AM 2760 21.9 21.8 21.9 0.955 12.20 47.80 13.80 46.20 35.60 32.40 4.2 2.35E-06 2.24E-06
04/20/23 7:04:00 AM 04/20/23 8:23:00 AM 4740 21.8 21.8 21.8 0.958 13.80 46.20 16.20 43.80 32.40 27.60 3.7 2.33E-06 2.23E-06
Remarks: Test specimen compcated to 95%of optimum moisture. Averages: 2.37E-06 2.26E-06
References: ASTM D 854:Specific Gravity of Soils ASTM D 422: Particle Size Analysis of Soils K-Value in/hr 0.0034 0.0032
ASTM D 5084: Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter r N
Conductivity vs.Time
ASTM D 2216: Laboratory Determination of Water Content of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plasticity Index of Soils 2.3F.06
•
ASTM D 2487:Classification of Soils for Engineering Purposes (Unified Soil Classification System) 2.3E-06
2.3E-06 •
•
Mal Krajan, ET Laboratory Manager 4/23/2023 2.3F-06
2.2E-06 •
Technical Responsibility Signature Position Date 2.2E-06
0 2000 4000 6000 8000 10000 12000
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
3201 Spring Forest Road
S&ME,Inc. -Corporate Raleigh,NC 27616 P-9 Bulk(0-5ft)Permeability.xls Report

Form No:TR-D5084 Hydraulic Conductivity of Saturated Porous Materials Using . &
illP
Revision No. 0 a Flexible Wall (Method 'C')
Revision Date: 8/28/17 ' I I
ASTM D5084 _
IIII S&ME, Inc. Raleinh 3201 Snrinnillirest Road RaI inh North Carolina 276
Project#:217662 Report Date: 04/23/23
Project Name: RDU PE3 Test Date(s): 4/19-4/23/23
Client Name: RS&H
Client Address: Raleigh, NC
Boring#: P-12 Sample#: Bulk Depth/Elevation:0-5 Sample Date: 04/06/23
Location: Site-Borehole Offset: N/A Sample Description: Brown Sandy CLAY(CL)
Liquid Limit: 30 Specific Gravity:2.661 Sample Type: lab-compacted Sampled By: S&ME, Inc.
Plastic Limit: 17 Plasticity Index: 13 Percent Passing#200: 51.2 Maximum Particle Size:3/4"
Initial Sample Conditions Final Sample Conditions
Height(cm): 8.057 Wet Unit Weight(lbs/ft3): 131.8 Height(cm): 8.016 Dry Unit Weight(lbs/ft3): 118.6
Diameter(cm): 7.333 Dry Unit Weight(lbs/ft3): 118.0 Diameter(cm): 7.313 Percent Saturation: 95.7
Area (cm2): 42.23 Percent Saturation: 76.4 Area (cm2) 42.00 Void Ratio: 0.4004
Volume(cm3): 340.25 Void Ratio: 0.4075 Volume (cm3) 336.67 Porosity: 0.2859
Wet weight(grams): 718.3 Porosity: ( 0.2895 Wet weight(grams) 735.7 Measured B coefficient: 0.95
Dry Weight(grams): 643.0 Station Corrections (cm) Dry Weight(grams) 643.0
MDD (pcf): 124.4 Opt. (%): 11.3
Percent Moisture: 11.7 Influent: -2.190 Effluent: -2.825 Percent Moisture: 14.4
Testing Station Burette Areas (cm2): Effective Consolidation Stress (psi): 3.0 Permeant Liquid Used: Deaired Demineralized water
2 Influent: I 0.720 Influent: 0.720 Cell Pressure(psi): 73.0 Influent Pressure (psi): 70.0 Effluent Pressure (psi) 70.0
Start End Time Temperature (°C) Corr. Initial Final h1 h2 Grad- K-Value (cm/sec)
Date Time Date Time (seconds) Initial ' Final Avg. Factor INF. EFF. INF. EFF. (cm) (cm) ient Uncorrected Corrected
04/20/23 5:21:00 AM 04/20/23 5:45:00 AM 1440 21.8 21.8 21.8 0.958 20.00 50.00 20.80 49.20 30.64 29.04 3.7 2.56E-06 2.45E-06
04/20/23 5:45:00 AM 04/20/23 6:17:00 AM 1920 21.8 21.9 21.9 0.955 20.80 49.20 21.80 48.20 29.04 27.04 3.5 2.55E-06 2.44E-06
04/20/23 6:17:00 AM 04/20/23 7:03:00 AM 2760 21.9 21.8 21.9 0.955 21.80 48.20 23.10 46.90 27.04 24.44 3.2 2.52E-06 2.41E-06
04/20/23 7:03:00 AM 04/20/23 8:19:00 AM 4560 21.8 21.8 21.8 0.958 23.10 46.90 25.00 45.00 24.44 20.64 2.8 2.55E-06 2.44E-06
Remarks: Test specimen compcated to 95%of optimum moisture. Averages: 2.55E-06 2.44E-06
References: ASTM D 854:Specific Gravity of Soils ASTM D 422: Particle Size Analysis of Soils K-Value in/hr 0.0036 0.0035
ASTM D 5084: Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter r N
Conductivity vs.Time
ASTM D 2216: Laboratory Determination of Water Content of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plasticity Index of Soils 2.5E-06
2.5E-06 •
ASTM D 2487:Classification of Soils for Engineering Purposes (Unified Soil Classification System) 2.4E-06 •
(,, _C _- 2.4E-06 •
Mal Krajan, ET Laboratory Manager 4/23/2023 2.4E-06 •
2.4E-06 •
Technical Responsibility Signature Position Date 2.4E-06
0 2000 4000 6000 8000 10000 12000
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
3201 Spring Forest Road
S&ME,Inc. -Corporate Raleigh,NC 27616 P-12 Bulk(0-Sft)Permeability.xls Report

Effective Stress Triaxial Compression
Consolidated Undrained
Sample details
-- Depth 0-5 ft.
Sketch showing specimen Description: Brown Sandy CLAY(CL)
location in original Sample
Specimen 1 Specimen 2 Specimen 3
Type Remolded Remolded Remolded
Height Ho(in) 5.791 5.792 5.793
Diameter Do(in) 2.881 2.88 2.881
Weight W0(gr) 1268.2 1265.6 1267.8
Bulk Density p(PCF) 127.98 127.78 127.89
Particle Density ps 2.665 2.665 2.665
(measured) (measured) (measured)
Initial Conditions
Specimen 1 Specimen 2 Specimen 3
Cell Pressure aq (Ibf/in2) 6.9 14.1 28.0
Pore Pressure u (Ibf/in2) 0.0 0.0 0.0
Machine Speed dr(in/min) 0.019 0.016 0.021
No.of Membranes 1 1 1
Total Thickness(in) 0.012 0.012 0.012
Strain Channel 1798 1798 1798
Load Channel 1776 1776 1776
Pore P.Channel 1779 1779 1779
Volume Channel Volume Chang Volume Chang Volume Chang
Moisture Content w0% 12.0 12.0 12.0
Dry Density Pd0(PCF) 114.26 114.09 114.19
Voids Ratio e0 0.46 0.46 0.46
Deg of Saturation SD% 70.24 69.90 70.10
Final B Value 0.99 0.96 0.98
Final Conditions
Specimen 1 Specimen 2 Specimen 3 Failure Sketch
Moisture Content w1% 15.9 15.8 15.6
Dry Density pd(PCF) 115.06 115.63 115.97 Sp 1 Sp 2
Voids Ratio of 0.45 0.44 0.43 I
Deg of Saturation Sf% 95.03 96.36 95.79 '�• 1'"'
r il .--..... 1
Failure Criteria Mx Stress RatioMx Stress RatioMx Stress Ratio - -.-.I
Axial Strain 1% 7.0 9.0 10.0
Corr Dev Stress(0-1 -aa)f(Ibf/in2) 14.3 20.3 28.3 Sp 3
Minor Stress a3f (Ibf/in2) 4.3 7.8 13.1
Major Stress a1f (lbf/in2) 18.6 28.1 41.4 -� y
Stress Ratio(a1/0-3)f 4.3 3.6 3.2 --+
Notes:
Surface Inclination
Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)
& Date of Test: 5-12-23
MINI
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I I I ® Jobfile: E:\217662.JOB Borehole: P-2
imp
Operator: _ Checked: Approved:

Effective Stress Triaxial Compression
Consolidated Undrained
N
r 32.0 _-_--__-
E WEEK.
0 16.0 �-=ME-MEM
-_
All
0.0 0.0000 4.0000 8.0000 12.0000 16.0000 20.0000
Axial Strain E%
20.0
12.0 ��--_—���_
co
co
WI — _ um��
4.0 pliw_w EM -_
TM r
0.0 0.0000 4.0000 8.0000 12.0000 16.0000 20.0000
Axial Strain E%
5.0
1011.111111111
4.2
Mill
3.4
MA =___WAWA. 3
_
.. IMIAll
re
. MIEN
FIMI
1.0 0.0000 4.0000 8.0000 12.0000 16.0000 20.0000
Axial Strain E%
Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)
& Date of Test: 5-12-23
IMF
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I I IIMV Jobfile: E:\217662.JOB Borehole: P-2
imiirOperator. Checked: Approved:
MOM

Effective Stress Triaxial Compression
Consolidated Undrained
Test Results
Cohesion c' (lbf/in2) 2.34
Friction Angle cp' 26.1
20.0
uJ
to' 10.0
aC
s
1 2 3
0.0 0.0 10.0 20.0 30.0 40.0 50.0
Effective Stress (lbf/in2)
Test Results
Cohesion c (lbf/in2) 3.72
Friction Angle cp 14.6
24.0
V1
N
N
12.0
m
L
2 3
0.0 0.0 12.0 24.0 36.0 48.0 60.0
Total Stress (lbf/in2)
Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)
MEM & Date of Test: 5-12-23
- Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I
I Jobfile:wimp
E:\217662.JOB
Checked: Borehole: P-2
Operator: Approved:

Effective Stress Triaxial Compression
Consolidated Undrained
40.0
Test Results
Cohesion c' (Ibf/in2) 2.36
Friction Angle cp' 26.1
32.0
24.0
16.0 3
2
8.0
N
C
� fd)
0.0 0.0 8.0 16.0 24.0 32.0 40.0
s' (lbf/in2)
IMIMP Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)
Date of Test: 5-12-23
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I
II Jobfile: E:\217662.JOB Borehole: P-2
mow
Operator: — Checked: '"'�� Approved:

Effective Stress Triaxial Compression Page 1 /3
Consolidated Undrained Shear (Specimen 1)
No. Strain Strain Load Load Pore Prs Pore Prs D.Stress D.Stress Minor Str Major Str Ratio
(divs) e% (divs) (Ibs) (divs) (Ibf/in2) (al -aa)m (al -aq)c a a1' a1'/a3'
(Ibf/in2) (Ibf/in2) (lbf/in2) (Ibf/in2)
1 0 0.00 592 0.0 0 0.0 0.0 0.0 6.90 6.90 1.00
2 61 0.11 718 12.6 3 0.3 1.9 1.9 6.60 8.54 1.29
3 125 0.22 816 22.4 6 0.6 3.4 3.4 6.30 9.74 1.55
4 158 0.27 851 25.9 10 1.0 4.0 4.0 5.90 9.88 1.67
5 222 0.38 912 32.0 13 1.3 4.9 4.9 5.60 10.51 1.88
6 285 0.49 962 37.0 16 1.6 5.7 5.7 5.30 10.97 2.07
7 349 0.60 1004 41.2 22 2.2 6.3 6.2 4.70 10.85 2.31
8 413 0.71 1038 44.6 25 2.5 6.8 6.7 4.40 11.07 2.51
9 445 0.77 1052 46.0 25 2.5 7.0 6.9 4.40 11.28 2.56
10 513 0.89 1079 48.7 26 2.6 7.4 7.3 4.30 11.58 2.69
11 576 1.00 1102 51.0 27 2.7 7.8 7.6 4.20 11.82 2.81
12 872 1.51 1167 57.5 29 2.9 8.7 8.4 4.00 12.45 3.11
13 1168 2.02 1220 62.8 30 3.0 9.5 9.2 3.90 13.10 3.36
14 1742 3.01 1327 73.5 31 3.1 11.0 10.6 3.80 14.43 3.80
15 2299 3.98 1424 83.2 31 3.1 12.3 11.8 3.80 15.64 4.11
16 2897 5.01 1481 88.9 30 3.0 13.0 12.5 3.90 16.36 4.19
17 3465 6.00 1547 95.5 28 2.8 13.8 13.2 4.10 17.30 4.22
18 4037 6.99 1637 104.5 26 2.6 15.0 14.3 4.30 18.57 4.32
19 4624 8.00 1685 109.3 24 2.4 15.5 14.7 4.50 19.20 4.27
20 5189 8.98 1722 113.0 22 2.2 15.8 15.0 4.70 19.68 4.19
21 5765 9.98 1793 120.1 20 2.0 16.7 15.7 4.90 20.61 4.21
22 6356 11.00 1864 127.2 17 1.7 17.4 16.4 5.20 21.62 4.16
23 6920 11.98 1892 130.0 16 1.6 17.6 16.5 5.30 21.83 4.12
24 7525 13.02 1942 135.0 13 1.3 18.1 16.9 5.60 22.52 4.02
25 8097 14.01 2011 141.9 12 1.2 18.8 17.6 5.70 23.25 4.08
26 8686 15.03 2049 145.7 10 1.0 19.1 17.8 5.90 23.67 4.01
Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)Shear(Specimen 1)
'- & Date of Test: 5-12-23
iMINI
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I I Jobfile: E:\217662.JOB Borehole: P-2
Operator: Checked: Approved:
_ �

Effective Stress Triaxial Compression Page 2/3
Consolidated Undrained Shear (Specimen 2)
No. Strain Strain Load Load Pore Prs Pore Prs D.Stress D.Stress Minor Str Major Str Ratio
(divs) c% (divs) (Ibs) (divs) (Ibf/in2) (ai -01)m (al -az)c al' al a.1703'
(Ibf/in2) (Ibf/in2) (Ibf/in2) (Ibf/in2)
1 0 0.00 661 0.0 0 0.0 0.0 0.0 14.10 14.10 1.00
2 66 0.11 912 25.1 10 1.0 3.9 3.9 13.10 16.98 1.30
3 128 0.22 1015 35.4 17 1.7 5.5 5.5 12.40 17.87 1.44
4 162 0.28 1057 39.6 19 1.9 6.1 6.1 12.20 18.32 1.50
5 231 0.40 1129 46.8 24 2.4 7.2 7.2 11.70 18.92 1.62
6 295 0.51 1191 53.0 28 2.8 8.2 8.0 11.30 19.31 1.71
7 328 0.57 1218 55.7 30 3.0 8.6 8.4 11.10 19.52 1.76
8 394 0.68 1266 60.5 33 3.3 9.3 9.2 10.80 19.95 1.85
9 464 0.80 1308 64.7 36 3.6 9.9 9.8 10.50 20.28 1.93
10 531 0.92 1343 68.2 39 3.9 10.5 10.3 10.20 20.51 2.01
11 565 0.98 1359 69.8 41 4.1 10.7 10.5 10.00 20.55 2.05
12 868 1.51 1465 80.4 49 4.9 12.3 12.0 9.20 21.19 2.30
13 1169 2.03 1538 87.7 55 5.5 13.3 13.0 8.60 21.63 2.52
14 1724 2.99 1644 98.3 60 6.0 14.8 14.4 8.10 22.52 2.78
15 2314 4.01 1750 108.9 63 6.3 16.2 15.7 7.80 23.52 3.02
16 2883 5.00 1845 118.4 66 6.6 17.4 16.9 7.50 24.37 3.25
17 3451 5.99 1934 127.3 67 6.7 18.5 17.9 7.40 25.31 3.42
18 4044 7.01 2011 135.0 66 6.6 19.4 18.7 7.50 26.24 3.50
1 19 4611 8.00 2096 143.5 65 6.5 20.5 19.7 7.60 27.26 3.59
20 5183 8.99 2164 150.3 63 6.3 21.2 20.3 7.80 28.12 3.61
21 5778 10.02 2234 157.3 60 6.0 21.9 21.0 8.10 29.08 3.59
22 6367 11.04 2315 165.4 56 5.6 22.8 21.8 8.50 30.27 3.56
23 6940 12.04 2375 171.4 54 5.4 23.4 22.2 8.70 30.95 3.56
24 7509 13.02 2425 176.4 50 5.0 23.8 22.6 9.10 31.70 3.48
25 8103 14.05 2489 182.8 47 4.7 24.3 23.1 9.40 32.49 3.46
26 8666 15.03 2557 189.6 44 4.4 25.0 23.7 9.70 33.35 3.44
Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)Shear(Specimen 2)
MIMI & Date of Test: 5-12-23
dII
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I
IIgmmr Jobfile: E:\217662.JOB Borehole: P-2
Emmy
Operator: Checked: / -- Approved:
MEM

Effective Stress Triaxial Compression Page 3/3
Consolidated Undrained Shear (Specimen 3)
No. Strain Strain Load Load Pore Prs Pore Prs D.Stress D.Stress Minor Str Major Str Ratio
(divs) e% (divs) (Ibs) (divs) (lbf/in2) (a1 -al)m (ai -a.1)c O. a1' a1'la3'
(lbf/in2) (lbf/in2) (Ibf/in2) (Ibf/in2)
1 0 0.00 682 0.0 0 0.0 0.0 0.0 28.00 28.00 1.00
2 71 0.12 717 3.5 2 0.2 0.5 0.5 27.80 28.34 1.02
3 107 0.19 756 7.4 3 0.3 1.1 1.1 27.70 28.84 1.04
4 169 0.29 800 11.8 4 0.4 1.8 1.8 27.60 29.42 1.07
5 238 0.41 863 18.1 6 0.6 2.8 2.8 27.40 30.19 1.10
6 272 0.47 956 27.4 7 0.7 4.2 4.2 27.30 31.53 1.15
7 336 0.58 1042 36.0 12 1.2 5.5 5.4 26.80 32.19 1.20
8 398 0.69 1201 51.9 18 1.8 8.0 7.8 26.20 34.03 1.30
9 463 0.80 1307 62.5 24 2.4 9.6 9.5 25.60 35.05 1.37
10 533 0.92 1388 70.6 30 3.0 10.8 10.7 25.00 35.68 1.43
11 564 0.98 1421 73.9 33 3.3 11.3 11.2 24.70 35.88 1.45
12 869 1.51 1741 105.9 66 6.6 16.2 15.9 21.40 37.29 1.74
13 1137 1.97 1955 127.3 97 9.7 19.3 19.1 18.30 37.36 2.04
14 1727 3.00 2157 147.5 131 13.1 22.2 21.8 14.90 36.72 2.46
15 2318 4.02 2288 160.6 145 14.5 23.9 23.4 13.50 36.91 2.73
16 2885 5.01 2381 169.9 153 15.3 25.0 24.5 12.70 37.16 2.93
17 3450 5.99 2474 179.2 156 15.6 26.1 25.5 12.40 37.88 3.05
18 4039 7.01 2559 187.7 158 15.8 27.1 26.3 12.20 38.54 3.16
19 4610 8.00 2641 195.9 152 15.2 27.9 27.1 12.80 39.94 3.12
20 5179 8.99 2714 203.2 150 15.0 28.7 27.8 13.00 40.79 3.14
21 5775 10.02 2783 210.1 149 14.9 29.3 28.3 13.10 41.45 3.16
22 6334 10.99 2855 217.3 145 14.5 30.0 28.9 13.50 42.45 3.14
23 6903 11.98 2930 224.8 141 14.1 30.7 29.6 13.90 43.46 3.13
24 7505 13.02 2976 229.4 139 13.9 30.9 29.8 14.10 43.85 3.11
25 8060 13.98 3031 234.9 134 13.4 31.3 30.1 14.60 44.66 3.06
26 8661 15.03 3089 240.7 130 13.0 31.7 30.4 15.00 45.39 3.03
Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)Shear(Specimen 3)
Date of Test: 5-12-23
dMIMP
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I I I Jobfile: E:\217662.JOB Borehole: P-2
gimigp Operator: Checked: A�I, Approved:
Illi

Effective Stress Triaxial Compression
Consolidated Undrained
Sample details
Depth 0-5 ft.
Sketch showing specimen Description: Brown Sandy CLAY(CL)
location in original Sample
Specimen 1 Specimen 2 Specimen 3
Type Remolded Remolded Remolded
Height Ho(in) 5.791 5.791 5.791
Diameter Do(in) 2.881 2.881 2.881
Weight W0(gr) 1225 1225.5 1224.5
Bulk Density p(PCF) 123.62 123.67 123.57
Particle Density ps 2.663 2.663 2.663
(measured) (measured) (measured)
Initial Conditions
Specimen 1 Specimen 2 Specimen 3
Cell Pressure 63 (lbf/in2) 2.2 5.4 10.0
Pore Pressure u (lbf/in2) 0.0 0.0 0.0
Machine Speed dr(in/min) 0.012 0.021 0.021
No.of Membranes 1 1 1
Total Thickness(in) 0.012 0.012 0.012
Strain Channel 1798 1798 1798
Load Channel 1776 1776 1776
Pore P.Channel 1779 1779 1779
Volume Channel Volume Chang Volume Chang Volume Chang
Moisture Content we/. 16.2 16.2 16.2
Dry Density pd0(PCF) 106.35 106.40 106.31
Voids Ratio e0 0.56 0.56 0.56
Deg of Saturation Sp% 76.86 76.95 76.77
Final B Value 0.98 0.96 0.98
Final Conditions
Specimen 1 Specimen 2 Specimen 3
Moisture Content we/020.9 20.3 20.4 Failure Sketch
Dry Density pd(PCF) 106.72 107.37 107.73 Sp 1 Sp 2
Voids Ratio of 0.56 0.55 0.54
Deg of Saturation Sf% 100.00 98.75 100.00 '"--
_�
Failure Criteria Mx Stress RatioMx Stress RatioMx Stress Ratio
Axial Strain Ef% 3.0 3.0 7.0
Corr Dev Stress(61 -63)f(lbf/in2) 10.7 11.9 18.8 Sp 3
Minor Stress 63f (lbf/in2) 0.7 1.5 5.2
Major Stress a1f (lbf/in2) 11.4 13.4 24.0 �1
Stress Ratio(61/63)f 16.3 9.0 4.6 1
Notes: Test specimens compacted to 95%at opt.
Surface Inclination
Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)
MOM
Lii Date of Test: 5-12-23
II
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I
II Jobfile: E:\217662.JOB Borehole: S-6
nimp
Operator: Checked: Approved:
11111

Effective Stress Triaxial Compression
Consolidated Undrained
• 30.0
M
' 24.0
3
N
6,5 18.0
1
> �A
0 12.0
6.0
0.0 0.0000 4.0000 8.0000 12.0000 16.0000 20.0000
Axial Strain E%
6.5
4.5
N
• 2.5
3
C
N
N
a_ 0.5
o •
a
-1.5
-3.5 1
0.0000 4.0000 8.0000 12.0000 16.0000 20.0000
Axial Strain E%
21.0
17.0
13.0
O 9.0
a
N
N
I' 5.0 s - 3
in
1.0 0.0000 4.0000 8.0000 12.0000 16.0000 20.0000
Axial Strain 8%
IMP Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)
Date of Test: 5-12-23
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I
IIgimp Jobfile: E:\217662.JOB
Checked: Borehole: S-6
MMI
Operators Approved:

Effective Stress Triaxial Compression
Consolidated Undrained
Test Results
Cohesion c' (Ibf/in2) 2.76
Friction Angle cp' 28.5
12.0
N
N
(7) 6.0
N
L
co
1 2 3
0.0 0.0 6.0 12.0 18.0 24.0 30.0
Effective Stress (Ibf/in2)
Test Results
Cohesion c (lbf/in2) 2.61
Friction Angle cp 19.8
12.0
co
tll
N 6.0
f6
N
U)
1 2
0.0 0.0 6.0 12.0 18.0 24.0 30.0
Total Stress (lbf/in2)
IMF & Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)
�r Date of Test: 5-12-23
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I I Imom Jobfile: E:\217662.JOB Borehole: S-6
wimp Operato r Checked: Approved:

Effective Stress Triaxial Compression
Consolidated Undrained
30.0 -
Test Results
Cohesion c' (lbf/in2) 2.76
Friction Angle(p' 28.5
24.0
18.0
3
12.0
6.0
N
C
0.0 )
0.0 6.0 12.0 18.0 24.0 30.0
s' (lbf/in2)
Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)
& Date of Test: 5-12-23
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
II mom Jobfile:gimp
E:\217662.JOB
Checked: Borehole: S-6
MINIM
Operator: Approved:

Effective Stress Triaxial Compression Page 1 /3
Consolidated Undrained Shear (Specimen 1)
No. Strain Strain Load Load Pore Prs Pore Prs D.Stress D.Stress Minor Str Major Str Ratio
(divs) c% (divs) (Ibs) (divs) (lbf/in2) (Q1 -Q1)m (al -al)C an. 0.I 1317v3.
(Ibf/in2) (Ibf/in2) (lbf/in2) (Ibf/in2)
1 0 0.00 533 0.0 0 0.0 0.0 0.0 2.20 2.20 1.00
2 58 0.10 613 8.0 2 0.2 1.2 1.2 2.00 3.23 1.61
3 117 0.20 683 15.0 4 0.4 2.3 2.3 1.80 4.10 2.28
4 208 0.36 759 22.6 8 0.8 3.5 3.5 1.40 4.86 3.47
5 235 0.41 780 24.7 9 0.9 3.8 3.8 1.30 5.08 3.91
6 294 0.51 819 28.6 10 1.0 4.4 4.2 1.20 5.42 4.51
7 351 0.61 853 32.0 11 1.1 4.9 4.7 1.10 5.83 5.30
8 411 0.71 884 35.1 12 1.2 5.4 5.2 1.00 6.20 6.20
9 471 0.81 912 37.9 13 1.3 5.8 5.6 0.90 6.52 7.25
10 529 0.91 937 40.4 14 1.4 6.2 6.0 0.80 6.80 8.50
11 587 1.01 961 42.8 15 1.5 6.5 6.4 0.70 7.06 10.08
12 881 1.52 1058 52.5 16 1.6 7.9 7.7 0.60 8.27 13.79
13 1146 1.98 1129 59.6 16 1.6 9.0 8.7 0.60 9.31 15.51
14 1746 3.02 1276 74.3 15 1.5 11.1 10.7 0.70 11.42 16.32
15 2311 4.00 1362 82.9 12 1.2 12.2 11.8 1.00 12.76 12.76
16 2907 5.03 1430 89.7 10 1.0 13.1 12.5 1.20 13.75 11.45
17 3474 6.01 1466 93.3 6 0.6 13.5 12.9 1.60 14.45 9.03
18 4048 7.00 1515 98.2 3 0.3 14.0 13.3 1.90 15.23 8.02
19 4645 8.03 1553 102.0 -2 -0.2 14.4 13.6 2.40 16.03 6.68
20 5207 9.00 1618 108.5 -6 -0.6 15.2 14.3 2.80 17.11 6.11
21 5781 9.99 1687 115.4 -13 -1.3 16.0 15.0 3.50 18.52 5.29
22 6379 11.03 1752 121.9 -16 -1.6 16.7 15.6 3.80 19.45 5.12
23 6946 12.01 1811 127.8 -22 -2.2 17.3 16.2 4.40 20.58 4.68
24 7515 12.99 1874 134.1 -27 -2.7 17.9 16.8 4.90 21.67 4.42
25 8090 13.99 1928 139.5 -32 -3.2 18.4 17.2 5.40 22.60 4.19
26 8685 15.02 1988 145.5 -36 -3.6 19.0 17.7 5.80 23.51 4.05
IIII Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)Shear(Specimen 1)
MINIM & Date of Test: 5-12-23
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I
II AMV
Jobfile: _ E:\217662.JOB Borehole: S-6
Operator: Checked: / Approved:

Effective Stress Triaxial Compression Page 2/3
Consolidated Undrained Shear (Specimen 2)
No. Strain Strain Load Load Pore Prs Pore Prs D.Stress D.Stress Minor Str Major Str Ratio
(divs) e% (divs) (Ibs) (divs) (Ibf/in2) (al -aa)m (cr.! -aq)c an' al' a17a3'
(Ibf/in2) (lbf/in2) (lbf/in2) (lbf/in2)
1 0 0.00 561 0.0 0 0.0 0.0 0.0 5.40 5.40 1.00
2 70 0.12 617 5.6 3 0.3 0.9 0.9 5.10 5.96 1.17
3 106 0.18 679 11.8 7 0.7 1.8 1.8 4.70 6.52 1.39
4 177 0.31 757 19.6 13 1.3 3.0 3.0 4.10 7.12 1.74
5 213 0.37 786 22.5 15 1.5 3.5 3.5 3.90 7.36 1.89
6 288 0.50 835 27.4 18 1.8 4.2 4.2 3.60 7.81 2.17
7 354 0.61 873 31.2 21 2.1 4.8 4.6 3.30 7.93 2.40
8 389 0.67 897 33.6 23 2.3 5.2 5.0 3.10 8.09 2.61
9 461 0.80 936 37.5 25 2.5 5.7 5.6 2.90 8.48 2.92
10 532 0.92 970 40.9 28 2.8 6.3 6.1 2.60 8.69 3.34
11 566 0.98 988 42.7 29 2.9 6.5 6.4 2.50 8.87 3.55
12 853 1.48 1125 56.4 35 3.5 8.6 8.4 1.90 10.32 5.43
13 1143 1.98 1252 69.1 38 3.8 10.5 10.2 1.60 11.77 7.36
14 1725 2.99 1382 82.1 39 3.9 12.3 11.9 1.50 13.43 8.96
15 2295 3.97 1491 93.0 36 3.6 13.8 13.3 1.80 15.11 8.39
16 2893 5.01 1572 101.1 31 3.1 14.8 14.3 2.30 16.57 7.20
17 3467 6.00 1626 106.5 28 2.8 15.4 14.8 2.60 17.41 6.70
18 4049 7.01 1694 113.3 22 2.2 16.3 15.5 3.20 18.75 5.86
19 4617 8.00 1783 122.2 16 1.6 17.3 16.6 3.80 20.36 5.36
20 5189 8.99 1859 129.8 10 1.0 18.2 17.4 4.40 21.76 4.95
21 5770 9.99 1909 134.8 2 0.2 18.7 17.8 5.20 22.97 4.42
22 6345 10.99 1977 141.6 -2 -0.2 19.4 18.4 5.60 24.02 4.29
23 6911 11.97 2051 149.0 -6 -0.6 20.2 19.1 6.00 25.13 4.19
24 7492 12.98 2126 156.5 -10 -1.0 21.0 19.8 6.40 26.25 4.10
25 8073 13.98 2176 161.5 -12 -1.2 21.4 20.2 6.60 26.79 4.06
26 8639 14.96 2229 166.8 -14 -1.4 21.9 20.6 6.80 27.38 4.03
II Test Method:ASTM D4767-95 Test name CU Triaxial (SS,MS)Shear(Specimen 2)
& Date of Test: 5-12-23
MON
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
I
II Jobfile: E:\217662.JOB Borehole: S-6
mow
Operator: � i Checked: / Approved:

Effective Stress Triaxial Compression Page 3/3
Consolidated Undrained Shear (Specimen 3)
No. Strain Strain Load Load Pore Prs Pore Prs D.Stress D.Stress Minor Str Major Str Ratio
(divs) e% (divs) (Ibs) (divs) (Ibf/in2) (al -ai)m (al -6fa)c °A' ai' at'/a3'
(Ibf/in2) (lbf/in2) (Ibf/in2) (Ibf/in2)
1 0 0.00 581 0.0 0 0.0 0.0 0.0 10.00 10.00 1.00
2 71 0.12 711 13.0 5 0.5 2.0 2.0 9.50 11.51 1.21
3 109 0.19 789 20.8 8 0.8 3.2 3.2 9.20 12.41 1.35
4 182 0.32 863 28.2 12 1.2 4.3 4.3 8.80 13.15 1.49
5 217 0.38 885 30.4 16 1.6 4.7 4.7 8.40 13.09 1.56
6 288 0.50 1002 42.1 27 2.7 6.5 6.5 7.30 13.78 1.89
7 361 0.63 1053 47.2 33 3.3 7.3 7.1 6.70 13.80 2.06
8 398 0.69 1088 50.7 36 3.6 7.8 7.6 6.40 14.03 2.19
9 468 0.81 1152 57.1 39 3.9 8.8 8.6 6.10 14.71 2.41
10 539 0.93 1185 60.4 41 4.1 9.3 9.1 5.90 15.00 2.54
11 574 1.00 1203 62.2 43 4.3 9.5 9.4 5.70 15.07 2.64
12 859 1.49 1322 74.1 50 5.0 11.3 11.1 5.00 16.14 3.23
13 1144 1.98 1439 85.8 54 5.4 13.0 12.7 4.60 17.34 3.77
14 1723 2.99 1560 97.9 56 5.6 14.7 14.3 4.40 18.74 4.26
15 2285 3.96 1664 108.3 55 5.5 16.1 15.6 4.50 20.12 4.47
16 2864 4.97 1749 116.8 53 5.3 17.2 16.6 4.70 21.32 4.54
17 3471 6.02 1840 125.9 51 5.1 18.3 17.7 4.90 22.58 4.61
18 4041 7.01 1935 135.4 48 4.8 19.5 18.8 5.20 23.97 4.61
19 4625 8.02 2032 145.1 42 4.2 20.7 19.9 5.80 25.66 4.42
20 5197 9.01 2118 153.7 40 4.0 21.6 20.8 6.00 26.77 4.46
21 5768 10.00 2199 161.8 36 3.6 22.5 21.6 6.40 27.98 4.37
22 6341 11.00 2285 170.4 30 3.0 23.5 22.4 7.00 29.44 4.21
23 6921 12.00 2356 177.5 25 2.5 24.2 23.1 7.50 30.56 4.07
24 7494 13.00 2425 184.4 20 2.0 24.8 23.7 8.00 31.65 3.96
25 8066 13.99 2495 191.4 16 1.6 25.5 24.2 8.40 32.62 3.88
26 8650 15.00 2564 198.3 14 1.4 26.1 24.8 8.60 33.37 3.88
AF InpiaTest Method:ASTM D4767-95 Test name Cu Triaxial (SS,MS)Shear(Specimen 3)
Date of Test: 5-12-23
Site Reference: RDU PE3 Parking Improvements Sample: Bulk
P
' I Imuia Jobfile: E:\217662.JOB Borehole: S-6
Operator: ' Checked: "AA., Approved:

Appendix IV - Geophysical Data

/ REFERENCE: = 0
j GOOGLE EARTH PRO AERIAL PHOTOGRAPH(DATED MARCH 20,2022).
THIS PLAN IS FR INFORMATIONAL PURPOSES ONLY ALL FEATURE
LOCATIONS DISPLAYED ARE APPROXIMATED AND NOT BASED ON CIVIL III E
SURVEY INFORMATION,UNLESS STATED OTHERWISE.
'If ' ` '
•
r./ a • , �e'
r 46› l9
z
r ErInG 3,...
B-4 B-7 B-10 B 23 P"
Line 4 _ Line2
B-22 .k . .' . . B-28.� ' F"
.� B-18 .k B 24 •
d
B 14 B-26 B 27 c O Z>o
B-1 Eri 1' a w 2 a
B;1 Line 5 ., . � B-30 w o o i
` . . , , ....• ., B 25 B 29 .. „ I g a D
B-2 ,h B-5 B-8 . B-19. O
(D C1 cn 17�z
B-15 - z z z J
Line 6 O ceo->
. F aZFe
46/1 h B-6 B-9 B-12 . B-20 . cc
_ "
B-3 B-16 • -
.*At.---.
domQ 7;
. Q-2f -. 41
. .. . w
B-13
B 17 - - - .
SCALE:
AS SHOWN
' '.1, DATE:
Google Earth 10/17/2022
I PROJECT NUMBER
217662
LEGEND FIGURE NO
n Proposed Full PE3 Expansion • Boring Location(S&ME;2022) -* Seismic Profile 3A
J

P-Wave 400 J5 I, 400 0
Velocity(ft/s) LDu t,o, (Orr:O'a) 50 i
(Offset 70•)
I x 350 350
N
O 7 c� .>' F S 6 O 9 7 000 d `o
000 000 �O 000 000 000 000 000 000 0 1
w 300 300
Interpreted Interpreted Interpreted Competent
Residual Soil Weathered Mass Bedrock
Overburden Rock(IGM) (Auger Refusal) 250 -1 250
1000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0
I Distance(ft)
Match Line
N
Q
z
400 400 Qi
B-22 Lti
(Onset 70) tf)
c 350 8-23 350 Fla
N z Q
Approximate Soil Boring Location 41.o a I-
I w>O
Top of Weathered Rock
I "'300 300 tJ) w ce
Q
Auger Refusal I-� 0 V
S
250 250 Q 2 0
1800 1750 1700 1650 1600 1550 1500 1450 1400 1350 1300 1250 1200 1150 1100 1050 1000 L9
Distance(h) �" Z Q W
Q ccO>
I--I Q H v1
F aa2
400 -400 U Z Ce
0 0
w
,X 350 350 W
LEGEND c o U
E� 300 -300
Proposed Full PE3 Expansion
Seismic Profile 250 250
1000 950 900 850 800 750 700 650 BOO 550 500 450 400 350 300 250 200 150 100 50 0
Boring Location(S&ME;2022) I Distance(ft)
Match Line
REFERENCE:
GOGGLE EARTH PRO AERIAL PHOTOGRAPH(DATED MARCH 20,2022).THIS PLAN IS FOR INFORMATIONAL PURPOSES ONLY.ALL FEATURE LOCATIONS
DISPLAYED ARE APPROXIMATED AND NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE.
1
400 - - 400
E 350 350 SCALE:
AS SHOWN
+,. w DATE:
l i,ii> ., "'300 300 10/17/2022
a B F _ - - PROJECT NUMBER
. e 250 250 217662
1700 1650 1600 1550 1500 1450 1400 1350 1300 1250 1200 1150 •1100 1050 1000
"' _ Distance(ft) FIGURE NO
•
36

P-Wave 400- _- I it - - 400 III
Velocity(ft/s)
IeM 350 _ ___ - - -r 350
0 20 .>' F0 SO 60 �0 00 90 l0 C o - _ _-
O 7 I-
00 00 �J0 00 00 00 00 00 00 000 .)1
300 -300
Interpreted Interpreted Interpreted Competent - e_
Residual Soil Weathered Mass Bedrock
Overburden Rock(IGM) (Auger Refusal) 250
90 250
0 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0
Distance(ft)
in
x
0
400 - - - - - - l i i 4L10
B-04 Line 10 B 0T Line 9 - x
- 30•) (Offset 40) 3-10 - E.
(Offset 40) ' -_ [7
a1 8 - -- - - -- - W 1— Z
e w Z —
J
z L�
.300 -300 .l w 2
0=
1350 1300 1250 1200 1150 1100 1050 1000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 w —0Z
Distance(ft) Q Z a w
.. 2ZJ
a cC 0 5
z aa
Approximate Soil Boring Location 0 3 Z~`^00 400 40o F. 0
cc
Top of Weathered Rock Line 9 „isa-19
0
(Offset 70') (Offset 6s' g��li
I
Auger Refusal _ e-oe B-11
LEGEND g 350 - 350 W
fat g
II-1Proposed Full PE3 Expansion " LI
"'300 -300 2
I - iG
-> Seismic Profile - I - W
250 250 co
Boring Location(S&ME;2022) 1000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0
I Distance(ft)
Match Line
REFERENCE:
GOGGLE EARTH PRO AERIAL PHOTOGRAPH(DATED MARCH 20,2022).THIS PLAN IS FOR INFORMATIONAL PURPOSES ONLY.ALL FEATURE LOCATIONS
DISPLAYED ARE APPROXIMATED AND NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE.
1
1
400 400
Line 10
Gin( , -'-.;C SCALE:
0 R 21 • B-02 B-Os
• Llitc a �• �r), ..350 350 AS SHOWN
B 18. ¢22: B B.zT 8.3E: ff
s I s II 131,1• Linn •5 e zc Lln,, al.`o_ -�, "—__�"'>,�'a��m�— r�s.er-. i� ._��� DATE:
• ¢aaJF.•R„2�— .¢!n L = b 10/17/2022
Bz: BS B.s aw: ' c•I 1,300 300
a.ls - • PROJECT NUMBER
Luna 6 _ 217662
B G 6.9 6 12 6z0: 250 250 FIGURE NO
�s�1 B Ii, �.t1 1760 1700 1660 1600 1550 1500 14501 1400 1350 1300 1250 1200 1150 1100 1060 1000
I 11' - - Distance(ft) 3 C
6-11 8 17 a

LEGEND
P-Wave
Velocity(ft/s) I I Proposed Full PE3 Expansion 6 a s7 6 10 623 III E
1 ' Seismic Profile : B t6 r R 12
81 B1.1
O 7 2 F S 6 O 9 I 11 Lute 5 . .... __.
O O O O O O O O O Boring Location(S&ME;2022) - -?' "- a
00 00 �JO 00 00 00 00 00 00 00 8 5 :
O 62 88 6-i9.'
{/' 6 15 r/
Interpreted Interpreted Interpreted Competent / Line 6 -
Residual Soil Weathered Mass Bedrock ! a'3 B 6 8:9 13 11 s�e B 201
Overburden Rock(IGM) (Auger Refusal) Approximate Soilil Boring Location Line 7
} Top of Weathered Rock v. B` a
li 6 1 t
Auger Refusal
REFERENCE: /L\�
GOOGLE EARTH PRO AERIAL PHOTOGRAPH(DATED MARCH 20,2022).THIS PLAN IS FOR INFORMATIONAL PURPOSES ONLY.ALL FEATURE LOCATIONS F-1
DISPLAYED ARE APPROXIMATED AND NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE. Z
A0
L
400 400 I1
Line 9 8-16 8-20 Line 8. Z t/) <
6-12 Offset (Offset 701 _ a r
Z w—,
350 350
K ce
1A a O 0 0
ce cc w 300 _300 0 o_o ce
7 0
. I I - L7J Z
Z Q W
250 Z 2 Z J
1000 950 900 850 800 750 700 550 500 550 500 450 400 350 300 250 200 150 100 50 0I
O K 0
Distance(ft) F a Q Fe
Match Line 4 0 Z o
w
400- - --400 W
Line la 1 I
- - U
r 350 I - "' -350
•
so1111111111.1111 .
cn
c
J '' —�i� W
w 300 300 to
250 250
1800 1750 1700 1650 1600 1550 1500 1450 1400 1350 1300 1250 1200 1150 1100 1050 1000
Distance(f0
400 - - - - - - - - - - -400
Line 9 -
- n - - - SCALE:
s-16 a-
350- (Offset851 (Met901 1eer N.) 350 AS SHOWN
n— - _ Alt y o DATE:
i1 -
v 10/17/2022
w 3 W 300
PROJECT NUMBER
- - - 217662
250- . . . . . . . . . . . . . . . . . . . . . . . 250 FIGURE NO
1000 .950. .900. .850 800 750. .700. .650 .600. .550 500. .450 .400 .350. .300. .250 200 150 100. .50. 0
Distance(ft) 3 D

LEGEND
0
P-Wave
Velocity(ft/s) Proposed Full PE3 Expansion c, :> s io
823 I11
' Seismic Profile
B 1.1 B26 627
6.1 611
O 70 20 .>' 1r0 SO SO �O 00 'T /O Boring Location(S&ME;2022) '-•-• 1 Mu 5 n C t r; ." : z9_.�••
Op OO �p Op 00 Op Op 00 Op Op s z; B 5 s a B-to: _ J.
",i". c i /
s is
y/ Lilt G r _
Interpreted Interpreted Interpreted Competent / . . �
Residual Soil Weathered Mass Bedrock !!! r B.e s B s-lz 8 16
Overburden Rock(IGM) (Auger Refusal) Approximate Soil Boring Location
I
— '
Top of Weathered Rock R1 B
Auger Refusal to O
REFERENCE: r�r,
GOGGLE EARTH PRO AERIAL PHOTOGRAPH(DATED MARCH 20,2022).THIS PLAN IS FOR INFORMATIONAL PURPOSES ONLY.ALL FEATURE LOCATIONS F/DISPLAYED ARE APPROXIMATED AND NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE.
NON
ICI
x
400 I 400 F"
11 une4 ao
Line Une1 B-0,1 I - u Z
B-02 (Offset ea') W ~
z I-
350- I 350 W• O
VJ • _
w 300 300 f.L] ace E
250 , i „ „ „ , . „L , . „ , . „ „ . , „ 250 CDz¢w
1300 1250 1200 1150 1100 1050 1000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Ay 00 O 5
Distance(ft) 'Z d Q Fe
Fe
p ZZcc
H w 2
U
400 1 une7 one e. ones unea w
B-17
(Offset1
:0T1
- 300 cn
rEj
250 I ., I , I 250
1350 1300 1250 1200 1150 1100 1050 1000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50
Distance(ft)
400 -400
B-20 EieC I B-in - SCALE:
(055.60') (Offset 500
:, ::▪350 - - 350• —'• 5 - 1
J
.300 300 PROJECT NUMBER
217662
250 250 FIGURE NO
550 500 450 400 350 300 250 200 150 100 50 0
Distance(ft) 3 E

/ REFERENCE: = 0
j GOOGLE EARTH PRO AERIAL PHOTOGRAPH(DATED MARCH 20,2022).
THIS PLAN IS FOR INFORMATIONAL PURPOSES ONLY.ALL FEATURE
LOCATIONS DISPLAYED ARE APPROXIMATED AND NOT BASED ON CIVIL III E
SURVEY INFORMATION,UNLESS STATED OTHERWISE.
- a �! `.
•
•
y wdM M R H
r 40 a�' r ,
nr l
a
s s 340 ,,o•_ _. 1
/E _ - _ ..- _- _ - _ .1 _-. __
gb m
1 y 360 .0 370 w
,ac,-; o
•• � _ ,Z VI
340 � - a Z Z
�. I' /yes ��'"_'_. O po
e
p
0340 ~`' ` .. w
�]d it • - - ram.,�.k C C - I w
�7 m
z
Interpreted Topof Weathered Rock(feet ,
r
,yP
11111 IIH
SCALE:
AS SHOWN
O0 �0 n0 ,0 .0 `__0 ,� ^Q, n_ - DATE:
Google Earth '� '� '� '� '�) '� �` '� ju it 10/17/2022
PROJECT NUMBER
217662
FIGURE NO
3F
J

/ REFERENCE: = a
j GOOGLE EARTH PRO AERIAL PHOTOGRAPH(DATED MARCH 20,2022).
THIS PLAN IS FOR INFORMATIONAL PURPOSES ONLY.ALL FEATURE
LOCATIONS DISPLAYED ARE APPROXIMATED AND NOT BASED ON CIVIL III E
SURVEY INFORMATION,UNLESS STATED OTHERWISE.
a!
ilk . ',
•
-lr ilirr '''' '.',.'''. .; ' ` ) y GO
I!4 U r
0 w>0
s
dila-'i ce
w 0
O<x
Zaw
... a cc 0_
L7.7 Y
3
<Fe
cc
0 o Z 0
,$® P. z 2
O
.. F.
W
. F.
— — z
fit
Interpreted Topof Weathered Rock(feet {
P msl) Fr ' ,
.11'11i 7„M11 AS SHOWN
�O �O 40 ,_O .O �O S3 AC3 "O �� DATE.
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I - n I PROJECT NUMBER
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LEGEND FIGURE NO
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FIGURE NO
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I PROJECT NUMBER
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LEGEND FIGURE NO
n Proposed Full PE3 Expansion 31
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