2803_DareCoCDLFPhase V_CQARpt_final_DIN27324_20170131

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Table of Contents

Section 1 Introduction
Section 2 Earthwork
2.1 General ............................................................................................................................................................... 2-1
2.2 Site Preparation .............................................................................................................................................. 2-1
2.2.1 Overview ............................................................................................................................................... 2-1
2.2.2 Clearing, Grubbing, and Organic Material Removal ........................................................... 2-1
2.2.3 Undercutting and Backfilling ....................................................................................................... 2-1
2.3 Filling/Embankment Construction ........................................................................................................ 2-2
2.3.1 Fill Materials ........................................................................................................................................ 2-2
2.3.2 Fill Placement and Testing ............................................................................................................ 2-2
Section 3 Record Drawings
Section 4 Hydrogeologic Conditions
Section 5 CQA Plan Deviations

Appendices
Appendix A – Geotechnical Reports
Appendix B – As-Built Topographic Survey
Appendix C – Contractor Activity Reports
Appendix D – CQA Plan Deviation Documents

List of Figures
Figure 2-1 Site Map .............................................................................................................................................. 2-5

Table of Contents

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1-1
Section 1
Introduction
The Dare County facility is located off of US-264 in Manns Harbor, Dare County, North Carolina. A
Permit to Construct (Permit No. 2803-CDLF-1995) was issued by the North Carolina Department of
Environmental Quality (NCDEQ), formerly the NCDENR, Solid Waste Section on August 28, 2015 for
the Phase V expansion of the Construction and Demolition Debris (C&D) Landfill. The Phase V area,
approximately 2 acres, is located between closed Cell 1 and closed Cell 2 and will be an in-fill between
the two closed cells.
A pre-construction meeting was held on June 2, 2016 with the County, CDM Smith, and RPC, Inc. staff
to discuss the construction activities, field engineering and testing, communications, and as-built
drawings. The construction of Phase V was completed in approximately ten weeks. Construction
activities began on June 20, 2016 and substantial completion was reached on September 8, 2016.
This report summarizes Construction Quality Assurance (CQA) services performed during the
construction of the expansion area and provides complete CQA documentation for the Dare County
C&D Landfill – Phase V Expansion project. This report contains field reports, in-place field density test
results, conformance test results, and discussions of the test results and procedures used during Phase
V construction, which can be broken down into the following critical element:
Landfill foundation/subgrade preparation.
Phase V was constructed in accordance with North Carolina Solid Waste Rules, Rules 15A NCAC
13B.0540 and .0541; and the approved Dare County C&D Landfill Substantial Amendment and Phase V
Permit to Construct Application dated May 2015. The components of Phase V addressed within this
report are as follows:
Section 2 – Earthwork (all earthwork performed associated with the Phase V area)
Section 3 – Record Drawings
Section 4 – Hydrogeologic Conditions
Documentation compiled throughout the construction of the landfill, which append the above sections,
is provided in Appendices A through C of this report as outlined below:
Appendix A – QC and QA Geotechnical Laboratory Reports
Appendix B – Record Drawings
Appendix C – Contractor Activity Reports
The parties involved in the construction, testing, and construction observation services and their
respective roles are summarized in the following table.

Section 1 • Introduction

1-2

Party Role
Dare County (County) Owner
RPC Contracting, Inc. Contractor hired by the County to perform the construction work.
GET Solutions, Inc. QC Inspection and testing. Retained by construction Contractor.
Quible & Associates, P.C. Surveyor hired by the Contractor to provide project layout and
control services, and prepare record drawings.
CDM Smith Inc. (CDM Smith) Engineering consultant – provided general services during
construction such as clarification of design and construction issues
and coordination and review of CQA testing.
ECS Carolinas, LLC. CQA Independent testing laboratory – retained by CDM Smith to
conduct final CQA testing of base pad.
Geotechnics Independent geotechnical testing laboratory – retained by CDM
Smith to complete initial testing of borrow material.

2-1
Section 2
Earthwork
2.1 General
General Contractor, RPC Contracting, Inc. (Contractor) performed all aspects of landfill construction.
GET Solutions, Inc. (GET) was retained by the Contractor to provide QC testing during construction of
the base pad for the project.
Earthwork conducted for the Phase V construction included those work activities required to provide
a stable foundation for the approximately 2-acre Phase V waste disposal area including over-
excavation and backfill to grade of the ditch area, construction of the 5-ft thick base pad, and
completion of the access road to the Phase V pad. The total construction area including all the features
listed was approximately 2 acres. Construction activities consisted of site preparation, over
excavation, fill placement, and access road construction.
QC observation and field testing were performed during earthwork activities by GET to document
conformance with the project specifications. Copies of GET’s Inspection and Testing Reports are
contained in Appendix A. This report contains laboratory test data for the conformance testing of the
borrow materials, QC observations during base pad installation, and in-place density testing results. In
addition, Appendix A also includes QA geotechnical data from the initial borrow source material and
final in-place density testing of the base pad.
Based on observations, testing, and review of the certified subgrade elevation surveys provided by
Quible & Associates, the Phase V compacted base pad and other related earthwork activities as noted
above have been completed in general accordance with the Permit to Construct and the plans and
specifications.
2.2 Site Preparation
2.2.1 Overview
Preparation of the site consisted of clearing and grubbing, removal of topsoil and other organic
materials, soil excavation, proof-rolling, undercutting unsuitable material and backfilling undercut
areas, base pad construction, and access road construction. CQA testing and observation was
performed by GET in consultation with the CDM Smith Project Engineer during Phase V construction.
2.2.2 Clearing, Grubbing, and Organic Material Removal
The clearing, grubbing, and removal of topsoil and other organic materials prior to subgrade
preparation and fill placement was performed by the Contractor to assure that the soil surfaces were
generally free of organic matter and other objectionable materials. A GET representative and CDM
Smith representative examined the exposed soil subgrade prior to placement of any fill.
2.2.3 Undercutting and Backfilling
Subgrade materials in the ditch area were soft and some undercutting was required. The ditch area
was undercut to an average depth of 2 feet below grade and backfilled with compacted common fill
material.
Section 2 • Earthwork

2-2
2.3 Filling/Base Pad Construction
2.3.1 Fill Materials
The Phase V base pad construction and backfill to achieve completed pad elevations including backfill of
undercut areas required approximately 16,945 cy of fill materials. The fill materials were obtained
from the County’s existing on-site borrow pit located west of the existing C&D landfill area as shown
on Figure 2-1. Prior to construction, two samples of the potential fill soils were tested for moisture
content (ASMT D2216), sieve analyses (ASTM D6913), Atterberg limits determinations (ASTM
D4318), moisture-density compaction tests (ASTM D698), and internal friction angle (ASTM D4767).
Initial tests were conducted by Geotechnics. The results of these conformance laboratory tests
indicated that the materials generally consisted of sandy silt and clay met the specification
requirements for common fill. The laboratory test results are included in Appendix A.
2.3.2 Fill Placement and Testing
The specification requirements for fill placement below and surrounding the landfill cell area were as
follows:
In-Place Density – compacted to a minimum of 95% of the maximum dry density of the soil as
determined in accordance with ASTM D698.
Moisture Content – within five percent of the optimum moisture content as determined in
accordance with ASTM D698.
Loose Lift Thickness – eight inches maximum.
Internal Friction Angle – minimum of 28 degrees.
Fill placement was observed by a GET technician. The fill soils were checked to verify the absence of
topsoil, roots, and other deleterious materials. Lift thicknesses were monitored to verify that adequate
compaction was achieved. A 2-foot bridge lift was permitted in the base of the over-excavated area of
the ditch, after which, 8-inch lifts were utilized.
The GET technician performed in-place field density tests to evaluate the compaction (percent of
maximum dry density) of the fill soils. Dry density was determined using a nuclear density gauge
(ASTM D6938).
In-place field density tests were generally performed on average of every 5,000 cubic yard, as
required by the CQA plan. GET performed a total of 32 compaction tests during the placement of fill
material. If the test results indicated in-place density of the fill was less than the required minimum
percentage of maximum dry density as determined by ASTM D698, the lift of fill was re-worked, and
then re-tested. Re-working the fill consisted of performing additional passes with the sheepsfoot
vibratory compactor or moisture conditioning the soil prior to compaction. The results of the in-place
field density tests are included in the reports included in Appendix A. All QC testing indicated that
compaction of greater than 95% was achieved.
Following completion of the base pad, additional QA testing for compaction was completed by ECS
Carolinas, LLC (ECS). The ECS technician performed in-place field density tests to evaluate the
compaction (percent of maximum dry density) of the final pad elevation. Dry density was determined
using a nuclear density gauge (ASTM D6938).
Section 2 • Earthwork

2-3
ECS performed a total of 10 compaction tests of the final pad lift. If the test results indicated in-place
density of the fill was less than the required minimum percentage of maximum dry density as
determined by ASTM D698, the area was re-work and re-tested. All final QA results were greater than
95% compaction.

Section 2 • Earthwork

2-4
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Section 2 • Earthwork

2-6
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3-1
Section 3
Record Drawings
The Contractor retained Quible & Associates, Inc. (Quible) to perform surveying services during the
Phase V landfill expansion construction. Quible provided the following services: earthwork grading
stakes, control points, temporary benchmarks, and an as-built topographic survey. Quible was also
on-site during different stages of work to provide direction regarding the construction limits and
elevations of the earthwork in accordance with the approved permit drawings.
The as-built topographic survey provides a record of the completed construction of the Phase V
landfill expansion disposal area. The as-built survey provides information regarding the elevation and
limits of the Phase V landfill expansion footprint and access road.
CDM Smith has reviewed the as-built topographic survey and found the completed construction work
to be generally in accordance with the approved Permit to Construct drawings.
The as-built survey has been certified by a professional land surveyor currently licensed in the State of
North Carolina. The certified survey is included in Appendix B.

Section 3 • Record Drawings

3-2

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4-1

Section 4
Hydrogeologic Conditions
On July 19, 2016, a CDM Smith geotechnical engineer was onsite to inspect the subgrade conditions of
the Phase V expansion. The inspection determined that conditions were consistent with observations
made during the previous Design Hydrogeologic Investigation and the information presented in the
Design Hydrogeologic Report. No pertinent geologic features were encountered within the landfill
footprint that would impact groundwater flow or separation requirements.
There are no additional groundwater or landfill gas monitoring wells associated with this phase and
all piezometers in this area were abandoned during previous investigations.

5-1

Section 5
CQA Plan Deviations
This section discusses deviations to the approved CQA Plan.
5.1 Internal Friction Angle
As discussed in the Operations Plan (Section 5 – Compacted Fill (Base Pad)), the internal friction angle
of compacted fill was specified to be at least 30 degrees. In order to evaluate the ability of available
onsite soils to meet the requirements in the Permit to Construct application, CDM Smith collected two
(2) geotechnical samples of stockpiled soils from the onsite borrow area to be used for the Phase V
base pad construction and found one sample to be slightly off the required value for friction angle.
In addition to several other parameters, the geotechnical samples were analyzed for internal friction
angle via triaxial tests (ASTM D4767). One sample demonstrated an internal friction angle of 35.60
degrees, but the other was measured at 29.46 degrees. Based on the test result, a CDM Smith
geotechnical engineer reviewed the geotechnical evaluation and determined that a revised minimum
internal friction angle of 28 degrees would still be sufficient to meet the factor of safety used for
landfill design, without revision.
In order to utilize the onsite soils and to limit the likelihood of having to remove and replace a failing
test area during base pad construction, CDM Smith requested a revision to the construction materials
conformance requirements from an internal friction angle of 30 degrees to 28 degrees. This revision
request document was logged as DIN 25737. A copy of the revision request document (DIN 25737) is
included in Appendix D. The follow-up approval document (DIN 25738) is also included in Appendix
D.
5.2 Topographic Surveys
According to Section 5.4.1 of the approved CQA Plan, three topographic surveys were to be completed
to verify base-pad thickness. The first survey was to be performed prior to starting construction
activities; the second after the initial three feet of compacted fill was placed; and the final survey of the
completed base pad. Due to the size of the pad and the rate at which it was completed, only an initial
survey and a final survey were completed: No intermediate survey was conducted. Completed
topographic surveys are included in Appendix B.

Appendix A
QC and QA Data

QA Geotechnical Lab Borrow Area Results

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

DCN: Data Transmittal Letter Date: 1/28/05 Rev.: 1

December 17, 2015

Project No. 2015-775-001

Mr. Mat Colone
CDM Smith, Inc.
5400 Glenwood Ave., Suite 300
Raleigh, NC 27612

[e-mail]

Transmittal
Laboratory Test Results
Dare County C&D Landfill

Please find attached the laboratory test results for the above referenced project. The tests were outlined
on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was
performed in general accordance with the methods listed on the enclosed data sheets. The test results
are believed to be representative of the samples that were submitted for testing and are indicative only of
the specimens which were evaluated. We have no direct knowledge of the origin of the samples and
imply no position with regard to the nature of the test results, i.e. pass/fail and no claims as to the
suitability of the material for its intended use.

The test data and all associated project information provided shall be held in strict confidence and
disclosed to other parties only with authorization by our Client. The test data submitted herein is
considered integral with this report and is not to be reproduced except in whole and only with the
authorization of the Client and Geotechnics. The remaining sample materials for this project will be
retained for a minimum of 90 days as directed by the Geotechnics’ Quality Program.

We are pleased to provide these testing services. Should you have any questions or if we may be of
further assistance, please contact our office.

Respectively submitted,
Geotechnics, Inc.

Michael P. Smith
Regional Manager

We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

MOISTURE CONTENT
ASTM D 2216-10
Client:CDM SMITH, INC.
Client Reference: DARE COUNTY C & D LF
Project No.: 2015-775-001
Lab ID:001 002
Boring No.:STOCKPILE STOCKPILE
Depth (ft):NA NA
Sample No.:N S
Tare Number 152 158
Wt. of Tare & Wet Sample (g) 624.67 602.10
Wt. of Tare & Dry Sample (g) 544.90 562.19
Weight of Tare (g)239.08 238.81
Weight of Water (g)79.77 39.91
Weight of Dry Sample (g)305.82 323.38
Water Content (%)26.1 12.3
Notes :
Tested By NE Date 11/13/15 Checked By GEM Date 11/17/15
page 1 of 1 DCN: CT-S1 DATE: 3/18/13 REVISION: 4

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ATTERBERG LIMITS
ASTM D 4318-10 / AASHTO T89-10
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):NA
Project No.: 2015-775-001 Sample No.: N
Lab ID:2015-775-001-001 Soil Description:DARK GRAY LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 ( Minus No. 40 sieve material, Airdried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
Liquid Limit Test 1 2 3
M
Tare Number J BA-K U
Wt. of Tare & Wet Sample (g) 31.27 32.78 32.68 L
Wt. of Tare & Dry Sample (g) 27.51 28.50 28.39 T
Wt. of Tare (g) 15.16 15.21 15.56 I
Wt. of Water (g) 3.8 4.3 4.3 P
Wt. of Dry Sample (g) 12.4 13.3 12.8 O
I
Moisture Content (%) 30.4 32.2 33.4 N
Number of Blows 33 23 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number K B-B Liquid Limit (%) 32
Wt. of Tare & Wet Sample (g) 25.37 25.43
Wt. of Tare & Dry Sample (g) 23.80 23.94 Plastic Limit (%) 18
Wt. of Tare (g) 15.24 15.61
Wt. of Water (g) 1.6 1.5 Plasticity Index (%) 14
Wt. of Dry Sample (g) 8.6 8.3
USCS Symbol CL
Moisture Content (%) 18.3 17.9 0.5
Note: The acceptable range of the two Moisture contents is ± 2.6
Flow Curve Plasticity Chart
Tested By TB Date 11/13/15 Checked By GEM Date 11/16/15
page 1 of 1 DCN:CT-S4B DATE:3/18/13 REVISION:4 3ptlimit.xls
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CL CH
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2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 6913-04
Client: CDM SMITH, INC. Boring No.: STOCKPILE
Client Reference: DARE COUNTY C & D LF Depth (ft): NA
Project No.: 2015-775-001 Sample No.: N
Lab ID: 2015-775-001-001 Soil Color: DARK GRAY
SIEVE ANALYSIS HYDROMETER
USCS gravel sand silt and clay
USCS Symbol: CL, TESTED
USCS Classification:LEAN CLAY WITH SAND
Tested By NE Date 11/13/15 Checked By GEM Date 11/16/15
page 1 of 2 DCN: CT-S3C DATE 3/20/13 REVISION: 3
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Particle Diameter (mm)
12"6" 3" 3/4" 3/8" #4 #10 #20 #40 #140 #200

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WASH SIEVE ANALYSIS
ASTM D 6913-04
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C & D LF Depth (ft):NA
Project No.: 2015-775-001 Sample No.: N
Lab ID: 2015-775-001-001 Soil Color:DARK GRAY
Moisture Content of Passing 3/4" Sample Water Content of Retained 3/4" Sample
Tare No.152 Tare No.NA
Wt. of Tare & Wet Sample (g) 624.67 Weight of Tare & Wet Sample (g)NA
Wt. of Tare & Dry Sample (g) 544.90 Weight of Tare & Dry Sample (g)NA
Weight of Tare (g)239.08 Weight of Tare (g)NA
Weight of Water (g)79.77 Weight of Water (g)NA
Weight of Dry Sample (g) 305.82 Weight of Dry Sample (g)NA
Moisture Content (%)26.1 Moisture Content (%)NA
Wet Weight of -3/4" Sample (g) NA Weight of the Dry Sample (g)305.82
Dry Weight of - 3/4" Sample (g) 78.3 Weight of - #200 Sample (g)227.49
Wet Weight of +3/4" Sample (g) NA Weight of + #200 Sample (g)78.33
Dry Weight of + 3/4" Sample (g) 0.00
Total Dry Weight of Sample (g) NA
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm)(g)(%) (%)(%) (%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1/2" 12.50 0.00 0.00 0.00 100.00 100.00
3/8" 9.50 0.00 0.00 0.00 100.00 100.00
#4 4.75 0.00 0.00 0.00 100.00 100.00
#10 2.00 0.21 0.07 0.07 99.93 99.93
#20 0.850 0.72 0.24 0.30 99.70 99.70
#40 0.425 1.51 0.49 0.80 99.20 99.20
#60 0.250 3.59 1.17 1.97 98.03 98.03
#140 0.106 0.00 0.00 1.97 98.03 98.03
#200 0.075 72.30 23.64 25.61 74.39 74.39
Pan -227.49 74.39 100.00 --
Tested By NE Date 11/13/15 Checked By GEM Date 11/16/15
page 2 of 2 DCN: CT-S3C DATE 3/20/13 REVISION: 3

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MOISTURE DENSITY RELATIONSHIP
ASTM D698-12
Client:CDM SMITH, INC.Boring No.: STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft): NA
Project No.:2015-775-001 Sample No.: N
Lab ID:2015-775-001-001 Test Method STANDARD
Visual Description: DARK GRAY LEAN CLAY WITH SAND
Optimum Water Content 16.5
Maximum Dry Density 110.6
Tested By AF Date 11/16/15 Checked By GEM Date 11/17/15
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14
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Water Content (%)
Specific Gravity 2.70
Assumed

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:CDM SMITH, INC.Boring No.: STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft): NA
Project No.:2015-775-001 Sample No.: N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND
Total Weight of the Sample (g) 24650 Test Type STANDARD
As Received Water Content (%) NA Rammer Weight (lb)5.5
Assumed Specific Gravity 2.70 Rammer Drop (in)12
Rammer Type MECHANICAL
Percent Retained on 3/4" NA Machine ID R 174
Percent Retained on 3/8" NA Mold ID R 461
Percent Retained on #4 NA Mold diameter 4"
Oversize Material Not included Weight of the Mold (g)4163
Procedure Used A Volume of the Mold (cm3)942
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g) 5796 5904 6034 6115 6070
Wt.of Mold (g) 4163 4163 4163 4163 4163
Wt. of Wet Sample (g) 1633 1741 1871 1952 1907
Mold Volume (cm3)942 942 942 942 942
Moisture Content / Density
Tare Number 399 312 319 820 866
Wt. of Tare & Wet Sample (g) 536.40 671.00 726.30 744.40 484.00
Wt. of Tare & Dry Sample (g) 505.40 614.20 663.60 666.00 417.60
Wt. of Tare (g)88.60 84.30 209.10 208.10 86.50
Wt. of Water (g)31.00 56.80 62.70 78.40 66.40
Wt. of Dry Sample (g)416.80 529.90 454.50 457.90 331.10
Wet Density (g/cm3)1.73 1.85 1.99 2.07 2.02
Wet Density (pcf) 108.2 115.3 123.9 129.3 126.4
Moisture Content (%) 7.4 10.7 13.8 17.1 20.1
Dry Density (pcf) 100.7 104.2 108.9 110.4 105.2
Zero Air Voids
Moisture Content (%)18.5 22.0 25.0
Dry Unit Weight (pcf)112.4 105.7 100.6
Tested By AF Date 11/16/15 Checked By GEM Date 11/17/15
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.: N
Lab ID:2015-775-001-001
a =0.00 C =0.00
30.2 35.60
Tested By: AF Date: 12/7/15 Approved By: MPS Date: 12/14/15
page 1 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls
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Consolidated Undrained Triaxial Test with Pore Pressure
Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3


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MOHR TOTAL STRENGTH ENVELOPE
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.: 2015-775-001 Sample No.: N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE
Tested By:AF Date:12/7/15 Approved By: MPS Date:12/14/15
page 2 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3
0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40

(p
s
i
)
(psi)
c =
=
1.87
19.61

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.:N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.1
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864
Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)55.0 Avg. Length:5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 5.0 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)17.0
Response (%)99 Final Burette Reading (ml)8.2
Final Change (ml)8.8
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)135
P =8.32 Dial Reading After Saturation (mil) 135
Q =5.17 Dial Reading After Consolidation (mil)137
LOAD DEFORMATION PORE PRESSURE
(LB) (IN) (PSI)
8.4 0.000 50.0
10.5 0.001 50.0
11.2 0.002 50.0
11.6 0.009 50.0
24.6 0.014 50.2
31.6 0.020 50.737.0 0.029 51.240.4 0.038 51.6
43.8 0.050 51.8
48.6 0.071 52.1
53.9 0.101 52.2
60.1 0.137 52.2
66.2 0.173 52.1
72.5 0.215 52.0
76.9 0.245 51.8
83.0 0.287 51.6
92.1 0.344 51.2
101.0 0.403 50.8
107.5 0.449 50.5
114.5 0.509 50.2
121.0 0.555 49.9
127.2 0.600 49.5
133.1 0.644 49.2
136.8 0.674 49.0
140.1 0.704 48.8
143.0 0.734 48.6
146.5 0.764 48.4
152.5 0.810 48.0
157.4 0.855 47.7
160.6 0.884 47.5
164.3 0.914 47.3
Tested By: AF Date: 12/7/15 Input Checked By: GEM Date: 12/14/15
page 3 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.: 2015-775-001 Sample No.: N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
Effective Confining Pressure (psi)5.0 Stage No.1
Test No 1
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in3)38.08
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.99
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.355
Initial Sample Volume (in3)38.62
Strain Deviation U Effective Principle APQ
(%) Stress Stress Ratio
0.02 0.33 -0.01 5.32 5.0 1.066 -0.02 5.16 0.16
0.04 0.45 -0.01 5.44 5.0 1.091 -0.02 5.22 0.23
0.14 0.51 0.00 5.49 5.0 1.102 -0.01 5.24 0.25
0.24 2.55 0.24 7.29 4.7 1.537 0.09 6.02 1.27
0.34 3.64 0.68 7.94 4.3 1.846 0.19 6.12 1.820.48 4.48 1.23 8.23 3.8 2.193 0.28 5.99 2.240.63 5.01 1.58 8.41 3.4 2.473 0.32 5.91 2.50
0.84 5.54 1.81 8.70 3.2 2.748 0.33 5.94 2.77
1.19 6.26 2.05 9.19 2.9 3.132 0.33 6.06 3.13
1.69 7.04 2.16 9.86 2.8 3.496 0.31 6.34 3.52
2.29 7.95 2.19 10.75 2.8 3.842 0.28 6.77 3.98
2.89 8.84 2.12 11.70 2.9 4.086 0.24 7.28 4.42
3.59 9.73 1.95 12.76 3.0 4.204 0.20 7.90 4.86
4.08 10.34 1.83 13.49 3.1 4.284 0.18 8.32 5.17
4.79 11.18 1.56 14.61 3.4 4.269 0.14 9.01 5.59
5.75 12.42 1.20 16.20 3.8 4.285 0.10 9.99 6.21
6.73 13.60 0.80 17.79 4.2 4.248 0.06 10.99 6.80
7.49 14.43 0.54 18.87 4.4 4.243 0.04 11.66 7.21
8.49 15.29 0.14 20.13 4.8 4.158 0.01 12.49 7.64
9.26 16.08 -0.16 21.23 5.1 4.128 -0.01 13.18 8.04
10.00 16.82 -0.48 22.29 5.5 4.080 -0.03 13.87 8.41
10.74 17.52 -0.81 23.31 5.8 4.023 -0.05 14.55 8.76
11.25 17.94 -0.98 23.90 6.0 4.006 -0.06 14.93 8.97
11.75 18.29 -1.18 24.46 6.2 3.967 -0.07 15.31 9.15
12.25 18.59 -1.43 25.00 6.4 3.901 -0.08 15.71 9.30
12.75 18.96 -1.64 25.59 6.6 3.862 -0.09 16.11 9.48
13.51 19.61 -1.98 26.58 7.0 3.815 -0.10 16.77 9.81
14.26 20.11 -2.28 27.37 7.3 3.770 -0.11 17.31 10.05
14.76 20.42 -2.49 27.90 7.5 3.731 -0.12 17.69 10.21
15.25 20.79 -2.76 28.53 7.7 3.686 -0.13 18.14 10.40
page 4 of 12

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.:N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.2
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)60.0 Avg. Length 5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 10.0 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)16.6
Response (%)99 Final Burette Reading (ml)3.8
Final Change (ml)12.8
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)280
P =12.44 Dial Reading After Saturation (mil)311
Q =7.93 Dial Reading After Consolidation (mil)347
LOAD DEFORMATION PORE PRESSURE
(LB)(IN)(PSI)
11.0 0.000 50.014.1 0.001 50.0
19.1 0.003 49.9
21.0 0.008 50.440.5 0.014 51.848.9 0.019 53.0
54.6 0.028 54.158.7 0.037 54.862.6 0.048 55.4
68.2 0.069 55.9
74.4 0.099 56.380.2 0.135 56.4
87.2 0.171 56.4
90.9 0.213 56.398.0 0.242 56.1
106.6 0.283 55.8
116.8 0.340 55.5126.9 0.400 55.0
133.2 0.444 54.7
141.3 0.503 54.3149.5 0.548 53.9
155.9 0.593 53.6
160.6 0.637 53.3163.0 0.667 53.1
166.6 0.697 52.9
169.5 0.726 52.6173.9 0.756 52.4
178.1 0.802 52.2
182.0 0.846 51.9183.7 0.875 51.7187.3 0.905 51.5
Tested By: AF Date: 12/7/15 Input Checked By: GEM Date: 12/14/15
page 5 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.: 2015-775-001 Sample No.: N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
Effective Confining Pressure (psi)10.0 Stage No.1
Test No 2
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in)6.00 Volume After Consolidation (in3)37.24
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.93
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.282
Initial Sample Volume (in3)38.62
Strain Deviation U Effective Principle A PQ
(%) Stress Stress Ratio
0.02 0.49 -0.04 10.53 10.0 1.049 -0.08 10.28 0.25
0.04 1.29 -0.06 11.35 10.1 1.128 -0.05 10.71 0.64
0.14 1.59 0.39 11.19 9.6 1.165 0.25 10.40 0.790.23 4.69 1.82 12.86 8.2 1.573 0.39 10.52 2.340.33 6.00 2.97 13.03 7.0 1.855 0.50 10.03 3.00
0.47 6.91 4.14 12.77 5.9 2.179 0.60 9.32 3.46
0.62 7.54 4.81 12.73 5.2 2.452 0.64 8.96 3.770.81 8.15 5.43 12.72 4.6 2.783 0.67 8.64 4.07
1.16 8.99 5.96 13.04 4.0 3.226 0.67 8.54 4.50
1.68 9.92 6.31 13.61 3.7 3.686 0.64 8.65 4.962.28 10.76 6.46 14.30 3.5 4.038 0.61 8.92 5.38
2.88 11.78 6.37 15.41 3.6 4.243 0.55 9.52 5.89
3.59 12.26 6.27 15.99 3.7 4.287 0.52 9.86 6.134.08 13.27 6.12 17.15 3.9 4.422 0.47 10.52 6.64
4.78 14.48 5.83 18.66 4.2 4.472 0.41 11.41 7.24
5.74 15.87 5.49 20.37 4.5 4.522 0.35 12.44 7.936.75 17.21 5.04 22.16 5.0 4.473 0.30 13.56 8.60
7.49 17.99 4.70 23.29 5.3 4.394 0.26 14.30 9.00
8.48 18.99 4.26 24.72 5.7 4.310 0.23 15.23 9.499.24 20.00 3.94 26.06 6.1 4.302 0.20 16.06 10.00
10.01 20.76 3.59 27.17 6.4 4.241 0.17 16.79 10.38
10.75 21.25 3.30 27.95 6.7 4.171 0.16 17.32 10.6211.25 21.47 3.08 28.39 6.9 4.105 0.15 17.65 10.74
11.75 21.85 2.86 28.99 7.1 4.063 0.13 18.06 10.93
12.25 22.14 2.66 29.48 7.3 4.017 0.12 18.41 11.0712.76 22.63 2.40 30.23 7.6 3.977 0.11 18.91 11.31
13.52 23.00 2.20 30.81 7.8 3.948 0.10 19.30 11.50
14.27 23.34 1.87 31.47 8.1 3.871 0.08 19.80 11.6714.77 23.44 1.71 31.72 8.3 3.828 0.07 20.00 11.7215.26 23.77 1.56 32.22 8.4 3.816 0.07 20.33 11.89
page 6 of 12

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.:N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.3
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)65.0 Avg. Length:5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 15.0 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)24.0
Response (%)99 Final Burette Reading (ml)9.4
Final Change (ml)14.6
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)26
P =17.01 Dial Reading After Saturation (mil)146
Q =10.23 Dial Reading After Consolidation (mil)190
LOAD DEFORMATION PORE PRESSURE
(LB)(IN)(PSI)
11.5 0.000 50.013.3 0.001 50.015.2 0.003 50.041.9 0.007 51.6
58.0 0.014 53.4
67.7 0.019 54.8
75.6 0.028 56.280.5 0.036 57.186.1 0.048 57.991.4 0.068 58.6
98.1 0.097 59.1
105.7 0.131 59.2
114.9 0.167 59.2
122.7 0.208 59.0127.4 0.237 58.9134.0 0.277 58.6
143.2 0.332 58.2
151.8 0.390 57.8
159.1 0.434 57.5
166.2 0.491 57.1172.1 0.534 56.8178.5 0.579 56.5183.8 0.622 56.2
187.0 0.651 56.0
189.9 0.680 55.9
191.0 0.708 55.7194.4 0.737 55.5199.9 0.782 55.3203.3 0.825 55.1
206.7 0.854 55.0
208.1 0.882 54.8
Tested By: AF Date: 12/7/15 Input Checked By: GEM Date: 12/14/15
page 7 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.: 2015-775-001 Sample No.: N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
Effective Confining Pressure (psi)15.0 Stage No.1
Test No 3
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in
3)35.41
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.83
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.073
Initial Sample Volume (in3)38.62
Strain Deviation U Effective Principle A PQ
(%) Stress Stress Ratio
0.02 0.30 0.00 15.29 15.0 1.020 0.00 15.14 0.150.04 0.62 -0.02 15.63 15.0 1.041 -0.03 15.32 0.310.13 5.00 1.56 18.43 13.4 1.372 0.32 15.93 2.50
0.23 7.65 3.38 19.27 11.6 1.658 0.45 15.44 3.83
0.33 9.23 4.79 19.44 10.2 1.905 0.52 14.82 4.62
0.47 10.51 6.21 19.30 8.8 2.196 0.60 14.04 5.260.62 11.29 7.09 19.19 7.9 2.429 0.63 13.55 5.640.82 12.19 7.85 19.33 7.1 2.706 0.65 13.24 6.091.17 13.00 8.60 19.40 6.4 3.032 0.67 12.90 6.50
1.66 14.03 9.07 19.95 5.9 3.368 0.65 12.94 7.01
2.25 15.17 9.22 20.94 5.8 3.628 0.61 13.35 7.58
2.86 16.54 9.20 22.34 5.8 3.854 0.56 14.07 8.27
3.56 17.66 9.04 23.62 6.0 3.963 0.52 14.79 8.834.06 18.32 8.88 24.43 6.1 3.997 0.49 15.27 9.164.75 19.21 8.61 25.60 6.4 4.009 0.45 15.99 9.61
5.69 20.46 8.22 27.24 6.8 4.018 0.41 17.01 10.23
6.69 21.56 7.79 28.77 7.2 3.992 0.36 17.99 10.78
7.44 22.50 7.48 30.02 7.5 3.994 0.34 18.77 11.25
8.43 23.33 7.07 31.25 7.9 3.945 0.31 19.59 11.679.16 24.03 6.78 32.24 8.2 3.925 0.29 20.23 12.019.92 24.78 6.48 33.29 8.5 3.909 0.26 20.90 12.3910.67 25.34 6.23 34.11 8.8 3.890 0.25 21.44 12.67
11.17 25.68 6.04 34.63 9.0 3.869 0.24 21.79 12.84
11.66 25.96 5.88 35.08 9.1 3.847 0.23 22.10 12.98
12.14 25.98 5.71 35.26 9.3 3.799 0.22 22.27 12.9912.65 26.31 5.54 35.77 9.5 3.783 0.21 22.61 13.1613.41 26.87 5.33 36.54 9.7 3.780 0.20 23.10 13.4414.15 27.12 5.10 37.01 9.9 3.741 0.19 23.45 13.56
14.64 27.45 4.97 37.47 10.0 3.737 0.18 23.75 13.72
15.13 27.47 4.84 37.63 10.2 3.706 0.18 23.89 13.74
page 8 of 12

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference:DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.:N
Lab ID:2015-775-001-001
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
Tested By: AF Date: 12/7/15 Approved By: MPS Date: 12/14/15
page 9 of 12
0
5
10
15
20
25
30
024681012141618
De
v
i
a
t
o
r

S
t
r
e
s
s

(
p
s
i
)
Strain (%)
Test No. 1 Test No. 2 Test No. 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.
Client Reference: DARE COUNTY C&D LF
Project No.: 2015-775-001
Lab ID:2015-775-001-001 Specific Gravity (assumed) 2.7
Visual Description: DARK GRAY LEAN CLAY WITH SAND (REMOLDED)
SAMPLE CONDITION SUMMARY
Boring No.:STOCKPILE STOCKPILE STOCKPILE
Depth (ft):N/A N/A N/A
Sample No.:N N N
Test No.T1T2T3
Deformation Rate (in/min)0.0007 0.0007 0.0007
Back Pressure (psi)50.0 50.0 50.0
Consolidation Time (days)1 1 1
Moisture Content (%) (INITIAL)26.4 26.4 26.4
Total Unit Weight (pcf)123.0 123.0 123.1
Dry Unit Weight (pcf)97.3 97.3 97.4
Moisture Content (%) (FINAL)23.3 23.0 23.5
Initial State Void Ratio,e 0.732 0.731 0.731
Void Ratio at Shear, e 0.709 0.670 0.587
Tested By:AF Date: 12/7/15 Input Checked By: GEM Date: 12/14/15
page 10 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
MOISTURE CONTENT
T1 T2 T3
Tare Number 810 810 810
Weight of Tare & Wet Sample (g)373.64 373.64 373.64
Weight of Tare & Dry Sample (g)319.17 319.17 319.17
Weight of Tare (g)112.78 112.78 112.78
Moisture Content (%) (INITIAL)26.39 26.39 26.39
Tare Number 810 TB-11 TB-06
Weight of Tare & Wet Sample (g)710.24 725.4 690.36
Weight of Tare & Dry Sample (g)597.48 614.89 584.77
Weight of Tare (g)112.81 135.33 134.72
Moisture Content (%) (FINAL)23.27 23.04 23.46
UNIT WEIGHT
Weight of Tube & Wet Sample (g)2800.02 2800.78 2801.04
Weight of Tube (g)1553.52 1553.52 1553.52
Weight of Wet Sample (g)1246.5 1247.26 1247.52
Length 1 (in)5.995 5.995 5.995
Length 2 (in)5.995 5.995 5.995
Length 3 (in)5.995 5.995 5.995
Top Diameter (in)2.864 2.864 2.864
Middle Diameter (in)2.864 2.864 2.864
Bottom Diameter (in)2.864 2.864 2.864
Average Length (in)5.995 5.995 5.995
Average Area (in)6.442 6.442 6.442
Sample Volume (cm3)632.89 632.89 632.89
Unit Wet Weight (g/cm3)1.97 1.97 1.97
Unit Wet Weight (pcf)122.96 123.03 123.06
Unit Dry Weight (pcf)97.28 97.34 97.36
Unit Dry Weight (g/cm3)1.56 1.56 1.56
Initial Burette Reading 17 16.6 24
Final Burette Reading 8.2 3.8 9.4
Initial Dial Reading 135 280 26
Dial Reading After Saturation 135 311 146
Dial Reading After Consolidation 137 347 190
Volume Change during Consolidation 8.8 12.8 14.6
Volume Change during Saturation 0.00 9.82 38.00
Volume at Shear (cm3)*These 624.09 610.27 580.28
Volume of Solids (cm3) measurements 365.27 365.49 365.57
Volume of Voids (cm3)are all 258.82 244.78 214.72
Volume of Water (cm3) at 229.45 227.40 231.57
Void Ratio, e shear 0.709 0.670 0.587
page 11 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client: CDM SMITH, INC. Boring No.: STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft): N/A
Project No.: 2015-775-001 Sample No.: N
Lab ID: 2015-775-001-001
TEST 1 INITIAL TEST 1 FINAL
TEST 2 INITIAL TEST 2 FINAL
TEST 3 INITIAL TEST 3 FINAL
Tested By AF Date 12/7/15 Approved By MPS Date 12/14/15
page 12 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Z:\2015 PROJECTS\2015-775 CDM SMITH - DARE COUNTY C&D LF\[2015-775-001-001 SIGMATRIAX.xlsm]PHOTOS
N/A
N/A
N/A

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ATTERBERG LIMITS
ASTM D 4318-10 / AASHTO T89-10
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):NA
Project No.: 2015-775-001 Sample No.: S
Lab ID:2015-775-001-002 Soil Description:BROWN GRAY LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 ( Minus No. 40 sieve material, Airdried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
Liquid Limit Test 1 2 3
M
Tare Number 2M A-T A U
Wt. of Tare & Wet Sample (g) 33.66 33.77 32.27 L
Wt. of Tare & Dry Sample (g) 29.82 29.83 28.39 T
Wt. of Tare (g) 15.60 15.63 15.31 I
Wt. of Water (g) 3.8 3.9 3.9 P
Wt. of Dry Sample (g) 14.2 14.2 13.1 O
I
Moisture Content (%) 27.0 27.7 29.7 N
Number of Blows 33 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number A-C 17 Liquid Limit (%) 28
Wt. of Tare & Wet Sample (g) 23.19 23.32
Wt. of Tare & Dry Sample (g) 22.08 22.21 Plastic Limit (%) 17
Wt. of Tare (g) 15.53 15.48
Wt. of Water (g) 1.1 1.1 Plasticity Index (%) 11
Wt. of Dry Sample (g) 6.6 6.7
USCS Symbol CL
Moisture Content (%) 16.9 16.5 0.5
Note: The acceptable range of the two Moisture contents is ± 2.6
Flow Curve Plasticity Chart
Tested By TB Date 11/13/15 Checked By GEM Date 11/16/15
page 1 of 1 DCN:CT-S4B DATE:3/18/13 REVISION:4 3ptlimit.xls
20
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26
28
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32
110100
Wa
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C
o
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Number of Blows
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Pl
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I
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(
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Liquid Limit (%)
CL CH
MH
CL-ML
ML

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 6913-04
Client: CDM SMITH, INC. Boring No.: STOCKPILE
Client Reference: DARE COUNTY C & D LF Depth (ft): NA
Project No.: 2015-775-001 Sample No.: S
Lab ID: 2015-775-001-002 Soil Color: BROWN GRAY
SIEVE ANALYSIS HYDROMETER
USCS gravel sand silt and clay
USCS Symbol: CL, TESTED
USCS Classification:SANDY LEAN CLAY
Tested By NE Date 11/13/15 Checked By GEM Date 11/16/15
page 1 of 2 DCN: CT-S3C DATE 3/20/13 REVISION: 3
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
Pe
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B
y

W
e
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g
h
t

(
%
)
Particle Diameter (mm)
12"6" 3" 3/4" 3/8" #4 #10 #20 #40 #140 #200

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
WASH SIEVE ANALYSIS
ASTM D 6913-04
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C & D LF Depth (ft):NA
Project No.: 2015-775-001 Sample No.: S
Lab ID: 2015-775-001-002 Soil Color:BROWN GRAY
Moisture Content of Passing 3/4" Sample Water Content of Retained 3/4" Sample
Tare No.158 Tare No.NA
Wt. of Tare & Wet Sample (g) 602.10 Weight of Tare & Wet Sample (g)NA
Wt. of Tare & Dry Sample (g) 562.19 Weight of Tare & Dry Sample (g)NA
Weight of Tare (g)238.81 Weight of Tare (g)NA
Weight of Water (g)39.91 Weight of Water (g)NA
Weight of Dry Sample (g) 323.38 Weight of Dry Sample (g)NA
Moisture Content (%)12.3 Moisture Content (%)NA
Wet Weight of -3/4" Sample (g) NA Weight of the Dry Sample (g)323.38
Dry Weight of - 3/4" Sample (g) 129.5 Weight of - #200 Sample (g)193.90
Wet Weight of +3/4" Sample (g) NA Weight of + #200 Sample (g)129.48
Dry Weight of + 3/4" Sample (g) 0.00
Total Dry Weight of Sample (g) NA
Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
Retained Finer
(mm)(g)(%) (%)(%) (%)
12" 300 0.00 0.00 0.00 100.00 100.00
6" 150 0.00 0.00 0.00 100.00 100.00
3" 75 0.00 0.00 0.00 100.00 100.00
2" 50 0.00 0.00 0.00 100.00 100.00
1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00
1" 25.0 0.00 0.00 0.00 100.00 100.00
3/4" 19.0 0.00 0.00 0.00 100.00 100.00
1/2" 12.50 0.00 0.00 0.00 100.00 100.00
3/8" 9.50 0.00 0.00 0.00 100.00 100.00
#4 4.75 0.13 0.04 0.04 99.96 99.96
#10 2.00 4.52 1.40 1.44 98.56 98.56
#20 0.850 4.30 1.33 2.77 97.23 97.23
#40 0.425 6.47 2.00 4.77 95.23 95.23
#60 0.250 17.06 5.28 10.04 89.96 89.96
#140 0.106 19.82 6.13 16.17 83.83 83.83
#200 0.075 77.18 23.87 40.04 59.96 59.96
Pan -193.90 59.96 100.00 --
Tested By NE Date 11/13/15 Checked By GEM Date 11/16/15
page 2 of 2 DCN: CT-S3C DATE 3/20/13 REVISION: 3

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MOISTURE DENSITY RELATIONSHIP
ASTM D698-12
Client:CDM SMITH, INC.Boring No.: STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft): NA
Project No.:2015-775-001 Sample No.: S
Lab ID:2015-775-001-002 Test Method STANDARD
Visual Description: BROWN GRAY SANDY LEAN CLAY
Optimum Water Content 13.9
Maximum Dry Density 116.8
Tested By AF Date 11/17/15 Checked By GEM Date 11/18/15
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14
100
105
110
115
120
0 5 10 15 20 25 30
De
n
s
i
t
y

(
p
c
f
)
Water Content (%)
Specific Gravity 2.70
Assumed

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:CDM SMITH, INC.Boring No.: STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft): NA
Project No.:2015-775-001 Sample No.: S
Lab ID:2015-775-001-002
Visual Description: BROWN GRAY SANDY LEAN CLAY
Total Weight of the Sample (g) 22950 Test Type STANDARD
As Received Water Content (%) NA Rammer Weight (lb)5.5
Assumed Specific Gravity 2.70 Rammer Drop (in)12
Rammer Type MECHANICAL
Percent Retained on 3/4" NA Machine ID R 174
Percent Retained on 3/8" NA Mold ID R 461
Percent Retained on #4 NA Mold diameter 4"
Oversize Material Not included Weight of the Mold (g)4163
Procedure Used A Volume of the Mold (cm3)942
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g) 5853 5927 6064 6173 6122
Wt.of Mold (g) 4163 4163 4163 4163 4163
Wt. of Wet Sample (g) 1690 1764 1901 2010 1959
Mold Volume (cm3)942 942 942 942 942
Moisture Content / Density
Tare Number 840 838 842 830 310
Wt. of Tare & Wet Sample (g) 684.70 683.20 789.50 721.18 486.70
Wt. of Tare & Dry Sample (g) 661.00 651.30 734.80 664.20 431.10
Wt. of Tare (g)263.10 262.20 256.10 258.90 112.70
Wt. of Water (g)23.70 31.90 54.70 56.98 55.60
Wt. of Dry Sample (g)397.90 389.10 478.70 405.30 318.40
Wet Density (g/cm3)1.79 1.87 2.02 2.13 2.08
Wet Density (pcf) 111.9 116.9 126.0 133.1 129.8
Moisture Content (%) 6.0 8.2 11.4 14.1 17.5
Dry Density (pcf) 105.7 108.0 113.0 116.7 110.5
Zero Air Voids
Moisture Content (%)16.0 19.0 23.0
Dry Unit Weight (pcf)117.7 111.4 103.9
Tested By AF Date 11/17/15 Checked By GEM Date 11/18/15
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.: S
Lab ID:2015-775-001-002
a =0.00 C =0.00
26.2 29.46
Tested By: SFS Date: 12/9/15 Approved By: MPS Date: 12/17/15
page 1 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls
0
5
10
15
20
25
0 5 10 15 20 25 30 35 40
Q,

(
p
s
i
)
P, (psi)
Consolidated Undrained Triaxial Test with Pore Pressure
Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3


2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

MOHR TOTAL STRENGTH ENVELOPE
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.: 2015-775-001 Sample No.: S
Lab ID:2015-775-001-002
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE
Tested By:SFS Date:12/9/15 Approved By: MPS Date:12/17/15
page 2 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3
0
5
10
15
20
25
30
35
40
45
0 5 10 15 20 25 30 35 40 45 50

(p
s
i
)
(psi)
c =
=
2.44
18.18

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.:S
Lab ID:2015-775-001-002
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.1
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864
Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)55.0 Avg. Length:5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 5.0 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)16.0
Response (%)96 Final Burette Reading (ml)10.0
Final Change (ml)6.0
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)225
P =8.46 Dial Reading After Saturation (mil) 245
Q =5.63 Dial Reading After Consolidation (mil)266
LOAD DEFORMATION PORE PRESSURE
(LB) (IN) (PSI)
0.7 0.000 50.0
9.2 0.001 50.0
19.4 0.003 50.3
35.7 0.008 51.2
45.6 0.014 51.7
51.1 0.020 52.058.2 0.029 52.261.2 0.038 52.3
66.2 0.050 52.3
73.3 0.071 52.2
79.1 0.101 52.0
89.9 0.137 51.6
97.4 0.173 51.3
105.9 0.215 50.9
110.3 0.245 50.6
117.1 0.288 50.2
124.2 0.345 49.8
133.8 0.405 49.3
139.3 0.450 49.0
148.3 0.511 48.6
151.9 0.556 48.3
158.9 0.601 48.0
166.9 0.646 47.8
169.1 0.676 47.6
174.7 0.706 47.4
175.6 0.736 47.2
179.7 0.766 47.0
183.7 0.811 46.8
191.1 0.857 46.6
197.2 0.887 46.4
199.0 0.917 46.3
Tested By: SFS Date: 12/9/15 Input Checked By: GEM Date: 12/17/15
page 3 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.: 2015-775-001 Sample No.: S
Lab ID:2015-775-001-002
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
Effective Confining Pressure (psi)5.0 Stage No.1
Test No 1
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in3)37.87
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.95
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.360
Initial Sample Volume (in3)38.62
Strain Deviation U Effective Principle APQ
(%) Stress Stress Ratio
0.02 1.34 -0.04 6.38 5.0 1.265 -0.03 5.71 0.67
0.04 2.94 0.24 7.71 4.8 1.616 0.08 6.24 1.47
0.14 5.49 1.19 9.31 3.8 2.439 0.23 6.56 2.75
0.24 7.04 1.69 10.35 3.3 3.126 0.25 6.83 3.52
0.33 7.90 1.99 10.92 3.0 3.624 0.26 6.96 3.950.49 9.00 2.16 11.84 2.8 4.164 0.25 7.34 4.500.64 9.45 2.28 12.17 2.7 4.468 0.25 7.45 4.72
0.85 10.22 2.28 12.94 2.7 4.756 0.23 7.83 5.11
1.20 11.27 2.18 14.09 2.8 4.990 0.20 8.46 5.63
1.70 12.12 1.96 15.16 3.0 4.980 0.17 9.10 6.06
2.30 13.69 1.59 17.11 3.4 5.008 0.12 10.26 6.85
2.91 14.76 1.24 18.53 3.8 4.923 0.09 11.14 7.38
3.62 15.94 0.83 20.12 4.2 4.814 0.05 12.15 7.97
4.12 16.52 0.58 20.94 4.4 4.737 0.04 12.68 8.26
4.84 17.41 0.18 22.24 4.8 4.608 0.01 13.53 8.71
5.79 18.29 -0.25 23.54 5.3 4.478 -0.01 14.40 9.14
6.80 19.50 -0.69 25.19 5.7 4.426 -0.04 15.44 9.75
7.56 20.14 -1.06 26.20 6.1 4.322 -0.05 16.13 10.07
8.58 21.22 -1.48 27.70 6.5 4.274 -0.07 17.09 10.61
9.33 21.56 -1.73 28.29 6.7 4.201 -0.08 17.51 10.78
10.09 22.35 -1.99 29.35 7.0 4.195 -0.09 18.17 11.18
10.85 23.30 -2.27 30.57 7.3 4.203 -0.10 18.92 11.65
11.35 23.47 -2.47 30.94 7.5 4.141 -0.11 19.21 11.74
11.85 24.12 -2.66 31.78 7.7 4.146 -0.11 19.72 12.06
12.36 24.10 -2.83 31.93 7.8 4.078 -0.12 19.88 12.05
12.87 24.52 -3.05 32.58 8.1 4.045 -0.13 20.32 12.26
13.62 24.85 -3.26 33.11 8.3 4.008 -0.14 20.68 12.42
14.40 25.62 -3.47 34.09 8.5 4.024 -0.14 21.28 12.81
14.89 26.29 -3.66 34.96 8.7 4.033 -0.15 21.81 13.14
15.41 26.37 -3.78 35.15 8.8 4.001 -0.15 21.97 13.18
page 4 of 12

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.:S
Lab ID:2015-775-001-002
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.2
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)60.0 Avg. Length 5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 10.0 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)24.0
Response (%)97 Final Burette Reading (ml)4.2
Final Change (ml)19.8
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)144
P =13.06 Dial Reading After Saturation (mil)159
Q =7.90 Dial Reading After Consolidation (mil)197
LOAD DEFORMATION PORE PRESSURE
(LB)(IN)(PSI)
10.5 0.000 50.017.8 0.000 50.1
25.6 0.001 50.4
50.6 0.007 52.060.8 0.013 53.167.2 0.018 53.7
74.7 0.027 54.380.4 0.036 54.786.2 0.049 55.0
94.0 0.069 55.2
100.5 0.100 55.2106.3 0.135 55.0
112.1 0.171 54.8
116.9 0.213 54.6120.4 0.244 54.4
126.5 0.286 54.1
133.3 0.343 53.7139.1 0.403 53.4
143.5 0.447 53.1
149.7 0.507 52.8154.9 0.553 52.6
159.1 0.598 52.4
162.9 0.643 52.2165.8 0.672 52.0
168.7 0.703 51.9
171.2 0.732 51.8174.1 0.763 51.6
177.9 0.808 51.4
182.1 0.853 51.3184.4 0.883 51.1186.7 0.913 51.0
Tested By: SFS Date: 12/9/15 Input Checked By: GEM Date: 12/17/15
page 5 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.: 2015-775-001 Sample No.: S
Lab ID:2015-775-001-002
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
Effective Confining Pressure (psi)10.0 Stage No.1
Test No 2
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in)6.00 Volume After Consolidation (in3)37.12
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.94
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.248
Initial Sample Volume (in3)38.62
Strain Deviation U Effective Principle A PQ
(%) Stress Stress Ratio
0.00 1.16 0.12 11.03 9.9 1.118 0.11 10.45 0.58
0.01 2.42 0.42 11.99 9.6 1.253 0.18 10.78 1.21
0.12 6.41 2.03 14.36 8.0 1.805 0.33 11.16 3.200.21 8.04 3.06 14.97 6.9 2.160 0.39 10.95 4.020.31 9.05 3.70 15.34 6.3 2.439 0.42 10.81 4.53
0.45 10.23 4.31 15.91 5.7 2.802 0.43 10.79 5.11
0.61 11.12 4.68 16.42 5.3 3.094 0.43 10.87 5.560.82 12.02 4.97 17.04 5.0 3.394 0.43 11.03 6.01
1.17 13.21 5.19 18.01 4.8 3.750 0.40 11.41 6.60
1.68 14.16 5.19 18.96 4.8 3.953 0.38 11.88 7.082.28 14.98 5.04 19.93 4.9 4.029 0.35 12.44 7.49
2.88 15.79 4.83 20.95 5.2 4.060 0.32 13.06 7.90
3.59 16.42 4.56 21.84 5.4 4.024 0.29 13.64 8.214.10 16.87 4.35 22.51 5.6 3.991 0.27 14.08 8.44
4.81 17.68 4.07 23.60 5.9 3.986 0.24 14.76 8.84
5.77 18.52 3.71 24.80 6.3 3.951 0.21 15.54 9.266.78 19.19 3.36 25.82 6.6 3.896 0.18 16.23 9.60
7.53 19.68 3.11 26.56 6.9 3.862 0.16 16.72 9.84
8.54 20.38 2.80 27.57 7.2 3.835 0.14 17.38 10.199.31 20.96 2.57 28.38 7.4 3.825 0.13 17.90 10.48
10.06 21.39 2.35 29.02 7.6 3.801 0.11 18.33 10.69
10.82 21.76 2.15 29.60 7.8 3.776 0.10 18.72 10.8811.32 22.05 2.02 30.02 8.0 3.769 0.09 18.99 11.03
11.83 22.33 1.88 30.44 8.1 3.755 0.09 19.27 11.17
12.32 22.56 1.76 30.79 8.2 3.740 0.08 19.51 11.2812.84 22.83 1.63 31.19 8.4 3.732 0.07 19.77 11.41
13.60 23.16 1.44 31.70 8.5 3.709 0.06 20.12 11.58
14.36 23.53 1.26 32.25 8.7 3.696 0.06 20.49 11.7614.86 23.70 1.14 32.54 8.8 3.679 0.05 20.69 11.8515.36 23.87 1.04 32.83 9.0 3.666 0.04 20.89 11.94
page 6 of 12

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.:S
Lab ID:2015-775-001-002
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.3
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)65.0 Avg. Length:5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 15.0 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)38.0
Response (%)95 Final Burette Reading (ml)17.9
Final Change (ml)20.1
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)186
P =21.94 Dial Reading After Saturation (mil)174
Q =12.71 Dial Reading After Consolidation (mil)212
LOAD DEFORMATION PORE PRESSURE
(LB)(IN)(PSI)
11.4 0.000 50.077.5 0.014 53.7105.4 0.028 55.8123.4 0.043 56.5
135.3 0.058 56.8
143.1 0.073 56.9
148.5 0.087 56.8153.0 0.102 56.8156.8 0.117 56.7160.3 0.132 56.6
163.4 0.147 56.4
166.3 0.162 56.3
169.2 0.176 56.2
172.0 0.191 56.1177.9 0.221 55.8182.8 0.252 55.6
187.1 0.282 55.3
191.2 0.311 55.1
195.2 0.341 54.9
199.3 0.370 54.7203.9 0.400 54.5208.1 0.431 54.3211.3 0.461 54.1
214.7 0.491 53.9
218.2 0.520 53.7
222.0 0.550 53.5225.9 0.579 53.4234.2 0.655 53.0247.2 0.772 52.3
260.1 0.894 51.8
265.1 0.952 51.5
Tested By: SFS Date: 12/9/15 Input Checked By: GEM Date: 12/17/15
page 7 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.: 2015-775-001 Sample No.: S
Lab ID:2015-775-001-002
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
Effective Confining Pressure (psi)15.0 Stage No.1
Test No 3
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in
3)37.63
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.97
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.304
Initial Sample Volume (in3)38.62
Strain Deviation U Effective Principle A PQ
(%) Stress Stress Ratio
0.23 10.46 3.71 21.79 11.3 1.923 0.37 16.56 5.230.47 14.84 5.79 24.09 9.2 2.605 0.41 16.67 7.420.72 17.63 6.55 26.12 8.5 3.077 0.39 17.30 8.82
0.97 19.46 6.81 27.69 8.2 3.364 0.37 17.96 9.73
1.21 20.63 6.87 28.80 8.2 3.526 0.35 18.48 10.32
1.46 21.42 6.85 29.61 8.2 3.617 0.34 18.90 10.711.71 22.08 6.79 30.33 8.2 3.678 0.32 19.29 11.041.96 22.62 6.70 30.96 8.3 3.711 0.31 19.65 11.312.21 23.10 6.58 31.57 8.5 3.730 0.30 20.01 11.55
2.46 23.51 6.46 32.08 8.6 3.741 0.29 20.33 11.75
2.71 23.91 6.33 32.61 8.7 3.746 0.28 20.66 11.95
2.94 24.28 6.21 33.11 8.8 3.752 0.27 20.97 12.14
3.19 24.66 6.09 33.62 9.0 3.754 0.26 21.28 12.333.71 25.43 5.82 34.65 9.2 3.757 0.24 21.94 12.714.22 26.03 5.57 35.50 9.5 3.750 0.23 22.48 13.02
4.72 26.55 5.34 36.24 9.7 3.737 0.21 22.97 13.27
5.22 27.03 5.10 36.97 9.9 3.720 0.20 23.45 13.51
5.71 27.49 4.90 37.64 10.1 3.711 0.19 23.89 13.75
6.19 27.95 4.68 38.32 10.4 3.697 0.18 24.34 13.986.70 28.48 4.49 39.03 10.5 3.700 0.17 24.79 14.247.21 28.95 4.29 39.71 10.8 3.692 0.16 25.23 14.487.72 29.26 4.09 40.21 11.0 3.672 0.15 25.58 14.63
8.22 29.59 3.91 40.73 11.1 3.658 0.14 25.93 14.80
8.71 29.94 3.73 41.25 11.3 3.647 0.13 26.28 14.97
9.21 30.33 3.55 41.82 11.5 3.640 0.12 26.65 15.169.69 30.73 3.38 42.39 11.7 3.635 0.12 27.02 15.3610.97 31.46 2.97 43.53 12.1 3.607 0.10 27.80 15.7312.94 32.57 2.36 45.25 12.7 3.568 0.08 28.97 16.28
14.97 33.54 1.80 46.77 13.2 3.534 0.06 30.01 16.77
15.95 33.83 1.53 47.33 13.5 3.505 0.05 30.42 16.91
page 8 of 12

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference:DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.:S
Lab ID:2015-775-001-002
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
Tested By: SFS Date: 12/9/15 Approved By: MPS Date: 12/17/15
page 9 of 12
0
5
10
15
20
25
30
35
40
024681012141618
De
v
i
a
t
o
r

S
t
r
e
s
s

(
p
s
i
)
Strain (%)
Test No. 1 Test No. 2 Test No. 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.
Client Reference: DARE COUNTY C&D LF
Project No.: 2015-775-001
Lab ID:2015-775-001-002 Specific Gravity (assumed)2.7
Visual Description: DARK GRAY SANDY CLAY (REMOLDED)
SAMPLE CONDITION SUMMARY
Boring No.:STOCKPILE STOCKPILE STOCKPILE
Depth (ft): N/A N/A N/A
Sample No.: S S S
Test No. T1 T2 T3
Deformation Rate (in/min) 0.001 0.001 0.001
Back Pressure (psi) 50.0 50.0 50.0
Consolidation Time (days) 1 1 1
Moisture Content (%) (INITIAL) 14.1 14.1 14.1
Total Unit Weight (pcf) 128.9 128.9 129.8
Dry Unit Weight (pcf) 113.0 113.0 113.8
Moisture Content (%) (FINAL) 17.6 18.3 17.8
Initial State Void Ratio,e 0.492 0.492 0.481
Void Ratio at Shear, e 0.463 0.434 0.443
Tested By:SFS Date: 12/9/15 Input Checked By: GEM Date: 12/17/15
page 10 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
MOISTURE CONTENT
T1 T2 T3
Tare Number 800 800 800
Weight of Tare & Wet Sample (g)426.52 426.52 426.52
Weight of Tare & Dry Sample (g)386.52 386.52 386.52
Weight of Tare (g)103.10 103.10 103.10
Moisture Content (%) (INITIAL)14.11 14.11 14.11
Tare Number 806 823 825
Weight of Tare & Wet Sample (g)767.00 818.31 850.75
Weight of Tare & Dry Sample (g)667.00 712.26 742.89
Weight of Tare (g)100.01 133.96 137.30
Moisture Content (%) (FINAL)17.64 18.34 17.81
UNIT WEIGHT
Weight of Tube & Wet Sample (g)1306.87 1307.02 1316.12
Weight of Tube (g)0.00 0.00 0.00
Weight of Wet Sample (g)1306.87 1307.02 1316.12
Length 1 (in)5.995 5.995 5.995
Length 2 (in)5.995 5.995 5.995
Length 3 (in)5.995 5.995 5.995
Top Diameter (in)2.864 2.864 2.864
Middle Diameter (in)2.864 2.864 2.864
Bottom Diameter (in)2.864 2.864 2.864
Average Length (in)5.995 5.995 5.995
Average Area (in)6.442 6.442 6.442
Sample Volume (cm3)632.89 632.89 632.89
Unit Wet Weight (g/cm 3)2.06 2.07 2.08
Unit Wet Weight (pcf)128.91 128.93 129.83
Unit Dry Weight (pcf)112.97 112.98 113.77
Unit Dry Weight (g/cm3)1.81 1.81 1.82
Initial Burette Reading 16 24 38
Final Burette Reading 10 4.2 17.9
Initial Dial Reading 225 144 186
Dial Reading After Saturation 245 159 174
Dial Reading After Consolidation 266 197 212
Volume Change during Consolidation 6 19.8 20.1
Volume Change during Saturation 6.33 4.75 -3.80
Volume at Shear (cm3)*These 620.55 608.34 616.59
Volume of Solids (cm3) measurements 424.16 424.21 427.16
Volume of Voids (cm3)are all 196.39 184.13 189.42
Volume of Water (cm 3) at 201.99 210.04 205.42
Void Ratio, e shear 0.463 0.434 0.443
page 11 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client: CDM SMITH, INC. Boring No.: STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft): N/A
Project No.: 2015-775-001 Sample No.: S
Lab ID: 2015-775-001-002
TEST 1 INITIAL TEST 1 FINAL
TEST 2 INITIAL TEST 2 FINAL
TEST 3 INITIAL TEST 3 FINAL
Tested By SFS Date 12/9/15 Approved By MPS Date 12/17/15
page 12 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 C:\Users\GEOLAPTOP-3\Desktop\work\[2015-775-001-002 SIGMATRIAX.xlsm]SUMMARY
N/A
N/A
N/A

GET Solutions Inspection Reports

Daily Field Report
Virginia Beach Office Williamsburg Office Elizabeth City Office
204 Grayson Rd 1592 Penniman Rd Suite E 106 Capital Trace, Unit E
Virginia Beach, VA 23462 Williamsburg, VA 23185 Elizabeth City, NC 27909 1 of 1
757-518-1703 phone [phone] phone [phone] phone
757-518-1704 fax [phone] fax [phone] fax
x
Project Name:
Project Location:Bldg Permit #:
Project No:
Geo-Report No:Report unavailable/
GEO not performed Contractor:
Plans Date:DWG #'s:DWG detail #'s:
Footing Observations:DCP Other:
Ftg Width:
Ftg Depth:
Are the recovered soils consistent with the geotech report?Yes No (see remarks below)Report unavailable/not performed
Is the observed area approved for the placement of concrete?Yes No (see remarks below)
Reinforcing Steel Observations:
General Location:
Specific Location:
Placement Details: (if marked No - see remarks below)
Y N N/A Y N N/A Y N N/A
Keyway req'd/observed?Vapor Barrier per spec?Rebar per spec?
Formwork per spec?Wire Mesh per spec?Splices per spec?
Exp. Joints per spec?Add In Bars per spec?Clearances per spec?
Subgrade Evaluations:
According to the contractor the observed area is:at grade elevation with 3'req'd to reach design grade
Proofroll equipment used:
Deflections observed beneath the applied wheel loads: (check all that apply)
1.5 Test Pits:how many? 4
depth?3
Visual Classification of soils:
Are the recovered soils consistent with the geotech report?Yes No (see remarks)Report unavailable/not performed
Remarks / Recommendations:(check all that apply)Area observed noted suitable for next phase Deficiency / Discrepancy
General contractor notified Structural Engineer Notified
General Contractor Representative:GET Solutions, Inc. Representative:
Sign Sign
Print Print
RPC Contracting, Inc.
Page
inches
Dare County Landfill - Phase V
Dare County, NC
Roller
Date:
Client:
7/11/2016
HA
RPC Contracting, Inc.EC16-217T
how many/depth:
Project Plan Information:(cross reference arch w/ struct for coordination)
General Location:
Visual Classification:
at design grade
From South End, approximately 300' North
As requested a representative of GET solutions, Inc. arrived onsite to perform a subgrade evaluation for the area noted above. A proofroll was
perormed on the East and West shoulders (sides) of the existing ditch using a vibratory roller. Deflections beneath applied wheel loads were
observed to be less than 1.5". Given amount of fill required to establish FG (3' according to contractor), sufficient bridging from the fill is
anticipated over healing subgrade. The base of the excavated area contained approximately 8" to 10" of water. Area will require further
mucking and or removal of water to properly evaluate. Contractor was notified. Project specifications indicate lifts must not exceed 8". Given
water table depth, a bridge lift may be needed to provide stability and sufficiant compaction. However material being used as backfill contains
significant amounts of fines (Clay and Silt) and is not recommended to be used as bridge lift material.
Location:
inches
Tan- Grey SAND; Sun underlain by mixture of Grey Cley, Tan CLAY some organic, Grey-Tan SAND
J. Meads
Please note the results of this date's observations are pending review by a GET Solutions, Inc. Professional Engineer
(attach Paperwork)explain (see remarks below)
less than sponging other (explain)
Footing Slab Wall (CMU)Wall (formed)Wall (tilt up)
Other (explain):
Column (formed)
more than rutting pumping
Daily Field Report
Virginia Beach Office Williamsburg Office Elizabeth City Office
204 Grayson Rd 1592 Penniman Rd Suite E 106 Capital Trace, Unit E
Virginia Beach, VA 23462 Williamsburg, VA 23185 Elizabeth City, NC 27909 1 of 1
757-518-1703 phone [phone] phone [phone] phone
757-518-1704 fax [phone] fax [phone] fax
x
Project Name:
Project Location:Bldg Permit #:
Project No:
Geo-Report No:Report unavailable/
GEO not performed Contractor:
Plans Date:DWG #'s:DWG detail #'s:
Footing Observations:DCP Other:
Ftg Width:
Ftg Depth:
Are the recovered soils consistent with the geotech report?Yes No (see remarks below)Report unavailable/not performed
Is the observed area approved for the placement of concrete?Yes No (see remarks below)
Reinforcing Steel Observations:
General Location:
Specific Location:
Placement Details: (if marked No - see remarks below)
Y N N/A Y N N/A Y N N/A
Keyway req'd/observed?Vapor Barrier per spec?Rebar per spec?
Formwork per spec?Wire Mesh per spec?Splices per spec?
Exp. Joints per spec?Add In Bars per spec?Clearances per spec?
Subgrade Evaluations:
According to the contractor the observed area is:at grade elevation with 3'req'd to reach design grade
Proofroll equipment used:
Deflections observed beneath the applied wheel loads: (check all that apply)
Test Pits:how many? 4
1.5 depth?4
Visual Classification of soils:
Are the recovered soils consistent with the geotech report?Yes No (see remarks)Report unavailable/not performed
Remarks / Recommendations:(check all that apply)Area observed noted suitable for next phase Deficiency / Discrepancy
General contractor notified Structural Engineer Notified
General Contractor Representative:GET Solutions, Inc. Representative:
Sign Sign
Print Print
Page
inches
Dare County Landfill - Phase V
Dare County, NC
Vibrator Roller
Date:
Client:
7/21/2016
HA
RPC Contracting, Inc.
RPC Contracting, Inc.EC16-217T
how many/depth:
Project Plan Information:(cross reference arch w/ struct for coordination)
General Location:
Visual Classification:
at design grade
East and West Shoulder/Sides of ditch; 250' to 1100' North of South endLocation:
inches
Tan- Grey mottled CLAY underlain by Gray-Tan clayey SAND
J. Meads
Please note the results of this date's observations are pending review by a GET Solutions, Inc. Professional Engineer
As requested a representative of GET solutions, Inc. arrived onsite to perform a subgrade evaluation for the area noted above. A vibratory
roller was used to proofroll the exposed subgrade. Approximately 1" to 1.5" of deflection was noted. According to contractor, approximately 2'
to 3' of fill is required to establish FG. Fill depth is anticipated to provide sufficient bridging over healing subgrade.
(attach Paperwork)explain (see remarks below)
less than sponging other (explain)
Footing Slab Wall (CMU)Wall (formed)Wall (tilt up)
Other (explain):
Column (formed)
more than rutting pumping
Daily Field Report
Virginia Beach Office Williamsburg Office Elizabeth City Office
204 Grayson Rd 1592 Penniman Rd Suite E 106 Capital Trace, Unit E
Virginia Beach, VA 23462 Williamsburg, VA 23185 Elizabeth City, NC 27909 1 of 1
757-518-1703 phone [phone] phone [phone] phone
757-518-1704 fax [phone] fax [phone] fax
x
Project Name:
Project Location:Bldg Permit #:
Project No:
Geo-Report No:Report unavailable/
GEO not performed Contractor:
Plans Date:DWG #'s:DWG detail #'s:
Footing Observations:DCP Other:
Ftg Width:
Ftg Depth:
Are the recovered soils consistent with the geotech report?Yes No (see remarks below)Report unavailable/not performed
Is the observed area approved for the placement of concrete?Yes No (see remarks below)
Reinforcing Steel Observations:
General Location:
Specific Location:
Placement Details: (if marked No - see remarks below)
Y N N/A Y N N/A Y N N/A
Keyway req'd/observed?Vapor Barrier per spec?Rebar per spec?
Formwork per spec?Wire Mesh per spec?Splices per spec?
Exp. Joints per spec?Add In Bars per spec?Clearances per spec?
Subgrade Evaluations:
According to the contractor the observed area is:at grade elevation with 2'req'd to reach design grade
Proofroll equipment used:
Deflections observed beneath the applied wheel loads: (check all that apply)
HA's:how many? 2
1.0 depth?4
Visual Classification of soils:
Are the recovered soils consistent with the geotech report?Yes No (see remarks)Report unavailable/not performed
Remarks / Recommendations:(check all that apply)Area observed noted suitable for next phase Deficiency / Discrepancy
General contractor notified Structural Engineer Notified
General Contractor Representative:GET Solutions, Inc. Representative:
Sign Sign
Print Print
Page
inches
Dare County Landfill - Phase V
Dare County, NC
Vibrator Roller
Date:
Client:
7/26/2016
HA
RPC Contracting, Inc.
RPC Contracting, Inc.EC16-217T
how many/depth:
Project Plan Information:(cross reference arch w/ struct for coordination)
General Location:
Visual Classification:
at design grade
West Shoulder/Side; from 1100' to 1800' from South endLocation:
inches
Gray-Tan Sandy CLAY underlain by Grey CLAY
J. Meads
Please note the results of this date's observations are pending review by a GET Solutions, Inc. Professional Engineer
As requested a representative of GET solutions, Inc. arrived onsite to perform a subgrade evaluation for the area noted above. A proofroll was
reformed using a vibratory foller. Deflections beneath applied wheel laods were observed to be less than 1". Areas appeared to be firm/stable
and suitable for the next phase of work.
(attach Paperwork)explain (see remarks below)
less than sponging other (explain)
Footing Slab Wall (CMU)Wall (formed)Wall (tilt up)
Other (explain):
Column (formed)
more than rutting pumping

GET Solutions Compaction and Geotechnical Lab Reports

GET Solutions, Inc.
106 Capital Trace Unit E
Elizabeth City, NC 27909
Phone: [phone] Fax: [phone]
1
Project Name:Dare County Landfill Phase V Technician:J. Meads
Client's Name:RPC Contracting, Inc.Job No.:EC16-217T
Contractor:RPC Contracting, Inc.Date:7-13-16
Weather :Overcast/80’s W/O #
Time:AM
A. Description of Work:
- Compaction Test
B. Location of Inspections :
- Ditch Backfill; from South end,
approximately 200’ North.
- Elevation – 1.00 to 2.00
C. Tests/Observations Performed: FDT
D. Problems/Non-Compliances/Failing Tests:
E. Remarks or Comments:
As requested, a representative of GET Solutions, Inc. arrived onsite to test compaction of the onsite
stockpile material (Dark gray silty sand CLAY) used as fill within the above noted area. The nuclear
method (ASTM D6938) was used to test compaction of the material. Based on the results of our field
and laboratory testing procedures, the in place fill material was noted to have been compacted to at
least 95% of the materials maximum dry density as determined by the Standard Proctor (ASTM D698).
Distribution:Reviewed by:
GET Solutions, Inc.
Daily Field Report
Project:
Project Location:
Client:
General Contractor:Temp. (˚F)80's
Grading Contractor:
Spec Actual
1 14.0 131.4 1 95 99 X
2 14.7 132.7 1 95 99 X
3 13.1 131.4 1 95 100 X
4 14.6 131.8 1 95 99 X
5 12.7 133.3 1 95 100 X
6 14.2 131.9 1 95 99 X
Compaction Equipment Used:Proctor Number:1
Field Testing Procedure:Proctor Type:
Field Testing Method:x Method A Depth:inches Material Description:
Method B Depth: Backscatter Max. Dry Density (pcf): 116.4
Optimum Moisture (%): 15.1
Moisture:640 Density: 2247 Make:Model:
Troxler 3430
Remarks:
Dry
Density
(pcf)
115.3
115.7
116.2
115.0
118.3
115.5
Vibratory Roller
ASTM D 6938
From South end, approximately 195' North
General Test Location:
-1' MSL
-2' MSL
-1' MSL
From South end, approximately 195' North
From South end, approximately 100' North
From South end, approximatley 100' North
RPC Contracting, Inc.
EC16-217T
Ditch Backfill
Overcast
Stumpy Point J. Meads
Weather:
Job Number:
Technician:
RPC Contracting, Inc.
RPC Contracting, Inc.
COMPACTION TEST REPORT
7/13/16Date:
PAGE 1 OF 1
Dare County Landfill Phase V
G E T Solutions, Inc.
106 Capital Trace; Unit E
Elizabeth City, North Carolina 27909
Tel: [phone]
Fax:[phone]
Test
Number
Moisture
(%)
% Proctor Test Location
(Grid, Coordinates, Roadway Station, etc.)Pass Fail
Test
Elevation*
Proctor
Number
Wet
Density
(pcf)
-2' MSL
-1' MSL
-2' MSL
From South end, approximatley 32' North
From South end, approximatley 32' North
ASTM D 698
Dark Gray CLAY
Test locations and test elevations are approximate and are established in the field by the
GET Solutions, Inc. technician.
* Note: BFF = Below Finish Floor, BFG = Below Finish Grade, FG = Finished Grade
Gauge Standardization Counts:Gauge Identification:
Serial #:
32867
GET Solutions, Inc.
106 Capital Trace Unit E
Elizabeth City, NC 27909
Phone: [phone] Fax: [phone]
1
Project Name:Dare County Landfill Phase V Technician:J. Meads
Client's Name:RPC Contracting, Inc.Job No.:EC16-217T
Contractor:RPC Contracting, Inc.Date:7-15-16
Weather :Clear/90’s W/O #
Time:AM
A. Description of Work:
- Compaction Test
B. Location of Inspections :
- Ditch Backfill; from South end,
approximately 250’ North.
- Elevation – 0.00 to 4.00
C. Tests/Observations Performed: FDT
D. Problems/Non-Compliances/Failing Tests:
E. Remarks or Comments:
As requested, a representative of GET Solutions, Inc. arrived onsite to test compaction of the onsite
stockpile material (Dark gray silty, clayey SAND) used as fill within the above noted area. The nuclear
method (ASTM D6938) was used to test compaction of the material. Based on the results of our field
and laboratory testing procedures, the in place fill material was noted to have been compacted to at
least 95% of the materials maximum dry density as determined by the Standard Proctor (ASTM D698).
Distribution:Reviewed by:
GET Solutions, Inc.
Daily Field Report
Project:
Project Location:
Client:
General Contractor:Temp. (˚F)90's
Grading Contractor:
Spec Actual
1 9.0 128.8 2 95 97 x
2 9.7 128.9 2 95 97 x
3 10.7 130.6 2 95 97 x
4 10.9.130.5 2 95 97 x
5 11.5 131.5 2 95 97 x
6 9.7 129.7 2 95 97 x
7 10.0 128.7 2 95 96 x
8 9.5 128.7 2 95 97 x
9 9.7 129.1 2 95 97 x
10
Compaction Equipment Used:Proctor Number:2
Field Testing Procedure:Proctor Type:
Field Testing Method:x Method A Depth:12 inches Material Description:
Method B Depth: Backscatter Max. Dry Density (pcf): 121.5
Optimum Moisture (%): 11.8
Moisture:Density:Make:Model:
Troxler 3430
Remarks:
ASTM D 698
Dark Gray SAND
Test locations and test elevations are approximate and are established in the field by the
GET Solutions, Inc. technician.
* Note: BFF = Below Finish Floor, BFG = Below Finish Grade, FG = Finished Grade
Gauge Standardization Counts:Gauge Identification:
Serial #:
32867
From South end, approximately 150' North
1' MSL
0' MSL
1' MSL
2' MSL
From South end, approximately 150' North
From South end, approximately 150' North
Test
Number
Moisture
(%)
% Proctor Test Location
(Grid, Coordinates, Roadway Station, etc.)Pass Fail
Test
Elevation*
Proctor
Number
Wet
Density
(pcf)
RPC Contracting, Inc.
COMPACTION TEST REPORT
7/15/16Date:
PAGE 1 OF 1
Dare County Landfill Phase V
G E T Solutions, Inc.
106 Capital Trace; Unit E
Elizabeth City, North Carolina 27909
Tel: [phone]
Fax:[phone]
RPC Contracting, Inc.
EC16-217T
Ditch Backfill
Clear
Stumpy Point J. Meads
Weather:
Job Number:
Technician:
RPC Contracting, Inc.
From South end, approximately 150' North
General Test Location:
4' MSL
3' MSL
2' MSL
From South end, approximately 150' North
From South end, approximately 150' North
From South end, approximately 150' North
3' MSL From South end, approximately 150' North
From South end, approximately 150' North
Proctor Data Not Complete
117.7
Vibratory Roller
ASTM D 6938
4' MSL
Dry
Density
(pcf)
118.2
117.5
118.0
117.8
117.9
118.2
117.0
117.5
GET Solutions, Inc.
106 Capital Trace Unit E
Elizabeth City, NC 27909
Phone: [phone] Fax: [phone]
1
Project Name:Dare County Landfill Phase V Technician:J. Meads
Client's Name:RPC Contracting, Inc.Job No.:EC16-217T
Contractor:RPC Contracting, Inc.Date:7-21-16
Weather :Clear/80’s W/O #
Time:AM
A. Description of Work:
- Compaction Test
B. Location of Inspections :
-Ditch backfill- 350’ to 500’ North of South
end
C. Tests/Observations Performed: FDT/ Sample Pick up
D. Problems/Non-Compliances/Failing Tests:
E. Remarks or Comments:
As requested, a representative of GET Solutions, Inc. arrived onsite to test compaction of onsite
stockpile material (Dark gray silty, Sandy CLAY) used as backfill material for the ditch at areas noted
above. The nuclear method (ASTM D6938) was used to test compaction of the material. Based on the
results of our field and laboratory testing procedures, the in place fill material was noted to have been
compacted to at least 95% of the materials maximum dry density as determined by the Standard Proctor
(ASTM D698).
Distribution:Reviewed by:
GET Solutions, Inc.
Daily Field Report
Project:
Project Location:
Client:
General Contractor:Temp. (˚F)80's
Grading Contractor:
Spec Actual
1 13.5 130.0 1 95 98 x
2 14.5 132.5 1 95 99 x
3 15.2 134.2 1 95 100 x
4 15.7 134.2 1 95 100 x
5 13.5 130.2 1 95 99 x
6 12.7 128.5 1 95 98 x
7 13.1 128.4 1 95 97 x
8 12.7 128.3 1 95 98 x
9
10
Compaction Equipment Used:Proctor Number:1
Field Testing Procedure:Proctor Type:
Field Testing Method:x Method A Depth:12 inches Material Description:
Method B Depth: Backscatter Max. Dry Density (pcf): 116.4
Optimum Moisture (%): 15.1
Moisture:592 Density: 2430 Make:Model:
Troxler 3430
Remarks:
ASTM D 698
Dark Gray Sandy CLAY with shell fragments
Test locations and test elevations are approximate and are established in the field by the
GET Solutions, Inc. technician.
* Note: BFF = Below Finish Floor, BFG = Below Finish Grade, FG = Finished Grade
Gauge Standardization Counts:Gauge Identification:
Serial #:
31918
From South end, approximately 425' North
1' MSL
0' MSL
1' MSL
2' MSL
From South end, approximately 425' North
From South end, approximately 425' North
Test
Number
Moisture
(%)
% Proctor Test Location
(Grid, Coordinates, Roadway Station, etc.)Pass Fail
Test
Elevation*
Proctor
Number
Wet
Density
(pcf)
RPC Contracting Inc
COMPACTION TEST REPORT
7/21/16Date:
PAGE 1 OF 1
Dare County Landfill Phase V
G E T Solutions, Inc.
106 Capital Trace; Unit E
Elizabeth City, North Carolina 27909
Tel: [phone]
Fax:[phone]
RPC Contracting Inc
EC16-217T
Ditch Backfill
Clear
Stumpy Point J. Meads
Weather:
Job Number:
Technician:
RPC Contracting Inc
From South end, approximately 425' North
General Test Location:
4' MSL
3' MSL
2' MSL
From South end, approximately 425' North
From South end, approximately 425' North
From South end, approximately 425' North
3' MSL From South end, approximately 425' North
Vibratory Roller
ASTM D 6938
Dry
Density
(pcf)
114.5
115.7
116.5
116.0
114.8
114.0
113.5
113.8
GET Solutions, Inc.
106 Capital Trace Unit E
Elizabeth City, NC 27909
Phone: [phone] Fax: [phone]
1
Project Name:Dare County Landfill Phase V Technician:J. Meads
Client's Name:RPC Contracting, Inc.Job No.:EC16-217T
Contractor:RPC Contracting, Inc.Date:7-26-16
Weather :Clear/80’s W/O #
Time:AM
A. Description of Work:
- Compaction Test
B. Location of Inspections :
-Ditch backfill- 500’ to 1200’ North end. (in place
since last visit)
C. Tests/Observations Performed: FDT/ Sample Pick up (2)
D. Problems/Non-Compliances/Failing Tests:
E. Remarks or Comments:
As requested, a representative of GET Solutions, Inc. arrived onsite to test compaction of the onsite
stockpile material (Dark gray silty sandy CLAY) used as backfill material for the ditch at areas noted
above. The nuclear method (ASTM D6938) was used to test compaction of the material. Based on the
results of our field and laboratory testing procedures, the in place fill material was noted to have been
compacted to at least 95% of the materials maximum dry density as determined by the Standard Proctor
(ASTM D698).
Distribution:Reviewed by:
GET Solutions, Inc.
Daily Field Report
Project:
Project Location:
Client:
General Contractor:Temp. (˚F)90's
Grading Contractor:
Spec Actual
1 13.5 131.3 1 95 99 X
2 13.9 133.3 1 95 100 X
3 14.0 131.1 1 95 99 X
4 14.3 133.8 1 95 100 X
5 14.0 131.2 1 95 99 X
6 13.1 131.2 1 95 100 X
7 13.5 130.2 1 95 99 X
8 12.7 129.0 1 95 98 X
9 12.9 129.7 1 95 99 X
10
Compaction Equipment Used:Proctor Number:1
Field Testing Procedure:Proctor Type:
Field Testing Method:x Method A Depth:12 inches Material Description:
Method B Depth: Backscatter Max. Dry Density (pcf): 116.4
Optimum Moisture (%): 15.1
Moisture:709 Density: 2236 Make:Model:
Troxler 3430
Remarks:
Dry
Density
(pcf)
115.7
117.0
115.0
117.1
115.1
116.0
114.7
114.5 3' MSL From South end, approximately 1150' North
From South end, approximately 1150' North114.9
Vibratory Roller
ASTM D 6938
4' MSL
From South end, approximately 1150' North
General Test Location:
4' MSL
3' MSL
2' MSL
From South end, approximately 1150' North
From South end, approximately 1150' North
From South end, approximately 1150' North
RPC Contracting Inc
EC16-217T
Ditch Backfill
Clear
Stumpy Point J. Meads
Weather:
Job Number:
Technician:
RPC Contracting Inc
RPC Contracting Inc
COMPACTION TEST REPORT
7/26/16Date:
PAGE 1 OF 1
Dare County Landfill Phase V
G E T Solutions, Inc.
106 Capital Trace; Unit E
Elizabeth City, North Carolina 27909
Tel: [phone]
Fax:[phone]
Test
Number
Moisture
(%)
% Proctor Test Location
(Grid, Coordinates, Roadway Station, etc.)Pass Fail
Test
Elevation*
Proctor
Number
Wet
Density
(pcf)
From South end, approximately 1150' North
1' MSL
0' MSL
1' MSL
2' MSL
From South end, approximately 1150' North
From South end, approximately 1150' North
ASTM D 698
Dark Gray silty sandy CLAY
Test locations and test elevations are approximate and are established in the field by the
GET Solutions, Inc. technician.
* Note: BFF = Below Finish Floor, BFG = Below Finish Grade, FG = Finished Grade
Gauge Standardization Counts:Gauge Identification:
Serial #:
32487
Tested By:D. Forehand
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
D r y
d e n s i t y ,
p c f
102
107
112
117
122
127
Water content, %
10 12 14 16 18 20 22
15.1%, 116.4 pcf
ZAV for
Sp.G. =
2.68
Test specification:ASTM D 698-12 Method A Standard
CL A-7 22.1 25 8 0.9 56.8
Dark Gray Sandy CLAY w/shell fragments
EC16-217T RPC
Proctor No. 1
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Location:Stockpile Sample Number:1
GET SOLUTIONS, INC.
Elizabeth City, North Carolina Figure
Maximum dry density = 116.4 pcf
Optimum moisture = 15.1 %
Dare County Landfill
GET
SOLUTIONS, INC.
Elizabeth City, North Carolina
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Dark Gray Sandy CLAY w/shell fragments
.5
.375
#4
#8
#10
#16
#30
#40
#50
#60#80
#100
#120
#200
99.4
99.4
99.1
98.5
98.4
98.0
97.4
96.8
95.8
94.789.0
85.9
80.1
56.8
25 8
0.1907 0.1447 0.0800
CL A-7
Proctor No. 1
F.M.=0.26
RPC
Dare County Landfill
EC16-217T
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location:StockpileSample Number:1 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
P E R C E N T
F I N E R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.7 1.6 40.0 56.8
6
i n .
3
i n .
2
i n .
1 ½
i n .
1
i n .
¾
i n .
½
i n .
3 /8
i n .
#4 #1 0
#2 0
#3 0
#4 0
#6 0
#1 0 0
#1 4 0
#2 0 0
Particle Size Distribution Report
Tested By:D. Forehand
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
D r y
d e n s i t y ,
p c f
107
112
117
122
127
132
Water content, %
5 7 9 11 13 15 17
11.8%, 121.5 pcf
ZAV for
Sp.G. =
2.65
Test specification:ASTM D 698-12 Method A Standard
SM A-2-4(0)12.1 NV NP 0.6 33.5
Dark Gray Silty SAND w/shell fragments
EC16-217T RPC
Proctor No. 2
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Loc.:Approximately 350' North of South End, Center of Ditch Sample No.:2
GET SOLUTIONS, INC.
Elizabeth City, North Carolina Figure
Maximum dry density = 121.5 pcf
Optimum moisture = 11.8 %
Dare County Landfill
GET
SOLUTIONS, INC.
Elizabeth City, North Carolina
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Dark Gray Silty SAND w/shell fragments
.375
#4
#8
#10
#16
#30
#40
#50
#60
#80#100
#120
#200
99.7
99.4
98.4
98.2
97.2
94.8
91.8
86.7
75.7
52.848.8
46.3
33.5
NP NV NP
0.3357 0.2890 0.20400.1631
SM A-2-4(0)
Proctor No. 2
F.M.=0.75
RPC
Dare County Landfill
EC16-217T
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location:Approximately 350' North of South End, Center of DitchSample Number:2 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
P E R C E N T
F I N E R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
1.2 6.4 58.3 33.5
6
i n .
3
i n .
2
i n .
1 ½
i n .
1
i n .
¾
i n .
½
i n .
3 /8
i n .
#4 #1 0
#2 0
#3 0
#4 0
#6 0
#1 0 0
#1 4 0
#2 0 0
Particle Size Distribution Report
Tested By:D. Forehand
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
D r y
d e n s i t y ,
p c f
113
115
117
119
121
123
Water content, %
6 8 10 12 14 16 18
12.8%, 120.0 pcf
ZAV for
Sp.G. =
2.62
Test specification:ASTM D 698-12 Method A Standard
SM A-2-4(0)9.7 17 2 1.0 34.2
Dark Gray Silty fine SAND w/shell fragments
EC16-217T RPC
Proctor No. 3
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Loc.:Approximately 1150' North of South End, Center of Ditch Sample No.:3
GET SOLUTIONS, INC.
Elizabeth City, North Carolina Figure
Maximum dry density = 120.0 pcf
Optimum moisture = 12.8 %
Dare County Landfill
GET
SOLUTIONS, INC.
Elizabeth City, North Carolina
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Dark Gray Silty fine SAND w/shell fragments
.5
.375
#4
#8
#10
#16
#30
#40
#50
#60#80
#100
#120
#200
99.5
99.5
99.0
97.6
97.3
96.2
93.4
90.2
85.3
75.855.3
48.6
45.7
34.2
15 17 2
0.4075 0.2974 0.19580.1579
SM A-2-4(0)
Proctor No. 3
F.M.=0.80
RPC
Dare County Landfill
EC16-217T
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location:Approximately 1150' North of South End, Center of DitchSample Number:3 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
P E R C E N T
F I N E R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
1.7 7.1 56.0 34.2
6
i n .
3
i n .
2
i n .
1 ½
i n .
1
i n .
¾
i n .
½
i n .
3 /8
i n .
#4 #1 0
#2 0
#3 0
#4 0
#6 0
#1 0 0
#1 4 0
#2 0 0
Particle Size Distribution Report
Tested By:D. Forehand
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
D r y
d e n s i t y ,
p c f
109
111.5
114
116.5
119
121.5
Water content, %
7.5 9 10.5 12 13.5 15 16.5
12.3%, 118.9 pcf
ZAV for
Sp.G. =
2.65
Test specification:ASTM D 698-12 Method A Standard
SC A-6(3)13.1 22 7 1.3 48.1
Dark Gray Clayey SAND with Silt and
Marine Shell fragments
EC16-217T RPC
Proctor No. 4
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Location:Approximately 1400' North of South End Sample Number:4
GET SOLUTIONS, INC.
Elizabeth City, North Carolina Figure
Maximum dry density = 118.9 pcf
Optimum moisture = 12.3 %
Dare County Landfill
GET
SOLUTIONS, INC.
Elizabeth City, North Carolina
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
USCS=AASHTO=
*
Dark Gray Clayey SAND with Silt and Marine Shell
fragments#4
#8
#10
#16
#30
#40
#50
#60
#80
#100#120
#200
98.7
97.7
97.5
96.7
94.9
92.8
89.4
83.7
69.8
64.861.9
48.1
7 22 7
0.3092 0.2584 0.11360.0795
SC A-6(3)
F.M.=0.58
RPC
Dare County Landfill
EC16-217T
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location:Approximately 1400' North of South EndSample Number:4 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
P E R C E N T
F I N E R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
1.2 4.7 44.7 48.1
6
i n .
3
i n .
2
i n .
1 ½
i n .
1
i n .
¾
i n .
½
i n .
3 /8
i n .
#4 #1 0
#2 0
#3 0
#4 0
#6 0
#1 0 0
#1 4 0
#2 0 0
Particle Size Distribution Report
PROJECT NAME : Dare Co. Landfill
PROJECT # : 10029887 SAMPLE # : 2
PROJECT COUNTY : Dare SAMPLE LOC. : Dare Co. Landfill
PROJECT STATE : North Carolina SAMPLE DEPTH : Stock Pile
LABORATORY # : 263492 DATE TESTED : 8/15/16
SUBMITTED BY : HDR | ICA DATE REPORTED : 8/19/16
SOIL TYPE :
TYPE OF SPECIMEN : Bulk
123 123
Height (in) 1.00 1.00 1.00 0.89 0.85 0.82
Area (in2)4.8695 4.87 4.8695 4.8695 4.8695 4.8695
Wet Unit Weight (pcf) 97.5 100.7 100.2 110.2 118.1 121.8
Dry Unit Weight (pcf) 89.7 92.7 93.5 101.4 108.7 113.7
Void Ratio 0.84 0.78 0.77 0.63 0.52 0.45
Degree of Saturation 27% 29% 25% 37% 44% 42%
SPECIMEN INFORMATION
INITIAL AFTER CONSOLIDATION
DIRECT SHEAR TEST (ASTM D 3080-11)
0.00
5.00
10.00
15.00
20.00
25.00
0.000 0.050 0.100 0.150 0.200 0.250
Sh
e
a
r

S
t
r
e
s
s

(
p
s
i
)
Horizontal Displacement (in)
Specimen No. 1 Specimen No. 2 Specimen No. 3
0.0000
0.0050
0.0100
0.0150
0.0200
0.0250
0.000 0.050 0.100 0.150 0.200 0.250
Ve
r
t
i
c
a
l

D
i
s
p
l
a
c
e
m
e
n
t

(
i
n
)
Horizontal Displacement (in)
1 of 2
PROJECT NAME : Dare Co. Landfill
PROJECT # : 10029887 SAMPLE # : 2
PROJECT COUNTY : Dare SAMPLE LOC. : Dare Co. Landfill
PROJECT STATE : North Carolina SAMPLE DEPTH : Stock Pile
LABORATORY # : 263492 DATE TESTED : 8/15/16
SUBMITTED BY : HDR | ICA DATE REPORTED : 8/19/16
Summary of Results: Specimen
123
Normal Stress (psi) 10.00 20.00 30.00
Maximum Shear Stress (psi) 5.64 13.38 19.61
Phi Angle = 34.9º
Cohesion = 0 psi
APPROVED BY:
DIRECT SHEAR TEST (ASTM D 3080-11)
-5.00
0.00
5.00
10.00
15.00
20.00
25.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
Sh
e
a
r

S
t
r
e
s
s

(
p
s
i
)
Normal Stress (psi)
2 of 2
PROJECT NAME : Dare Co. Landfill
PROJECT # : 10029887 SAMPLE # : 3
PROJECT COUNTY : Dare SAMPLE LOC. : Dare Co. Landfill
PROJECT STATE : North Carolina SAMPLE DEPTH : Stock Pile
LABORATORY # : 263492 DATE TESTED : 8/15/16
SUBMITTED BY : HDR | ICA DATE REPORTED : 8/19/16
SOIL TYPE :
TYPE OF SPECIMEN : Bulk
123 123
Height (in) 1.00 1.00 1.00 0.90 0.88 0.86
Area (in2)4.8695 4.87 4.8695 4.8695 4.8695 4.8695
Wet Unit Weight (pcf) 98.6 98.6 98.7 109.5 112.3 115.4
Dry Unit Weight (pcf) 90.4 90.4 90.4 100.4 103.0 105.7
Void Ratio 0.83 0.83 0.83 0.65 0.61 0.56
Degree of Saturation 29% 29% 29% 37% 39% 43%
SPECIMEN INFORMATION
INITIAL AFTER CONSOLIDATION
DIRECT SHEAR TEST (ASTM D 3080-11)
0.00
5.00
10.00
15.00
20.00
25.00
0.000 0.050 0.100 0.150 0.200 0.250
Sh
e
a
r

S
t
r
e
s
s

(
p
s
i
)
Horizontal Displacement (in)
Specimen No. 1 Specimen No. 2 Specimen No. 3
0.0000
0.0050
0.0100
0.0150
0.0200
0.0250
0.0300
0.0350
0.000 0.050 0.100 0.150 0.200 0.250
Ve
r
t
i
c
a
l

D
i
s
p
l
a
c
e
m
e
n
t

(
i
n
)
Horizontal Displacement (in)
1 of 2
PROJECT NAME : Dare Co. Landfill
PROJECT # : 10029887 SAMPLE # : 3
PROJECT COUNTY : Dare SAMPLE LOC. : Dare Co. Landfill
PROJECT STATE : North Carolina SAMPLE DEPTH : Stock Pile
LABORATORY # : 263492 DATE TESTED : 8/15/16
SUBMITTED BY : HDR | ICA DATE REPORTED : 8/19/16
Summary of Results: Specimen
123
Normal Stress (psi) 10.00 20.00 30.00
Maximum Shear Stress (psi) 6.29 12.53 19.94
Phi Angle = 34.3º
Cohesion = 0 psi
APPROVED BY:
DIRECT SHEAR TEST (ASTM D 3080-11)
-5.00
0.00
5.00
10.00
15.00
20.00
25.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
Sh
e
a
r

S
t
r
e
s
s

(
p
s
i
)
Normal Stress (psi)
2 of 2

QA Laboratory Compaction Report

Appendix B
Record Drawing

PRELIMINARY
PLAT-NOT FOR
RECORDATION,
CONVEYANCES
OR SALES
1

Appendix C
Contractor Activity Reports

Appendix D
CQA Plan Deviation Documents

Attachment A
Stockpile Triaxial Test Results

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.: N
Lab ID:2015-775-001-001
a =0.00 C =0.00
30.2 35.60
Tested By: AF Date: 12/7/15 Approved By: MPS Date: 12/14/15
page 1 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls
0
2
4
6
8
10
12
14
16
18
0 5 10 15 20 25 30
Q,

(
p
s
i
)
P, (psi)
Consolidated Undrained Triaxial Test with Pore Pressure
Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3


2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:CDM SMITH, INC.Boring No.:STOCKPILE
Client Reference: DARE COUNTY C&D LF Depth (ft):N/A
Project No.:2015-775-001 Sample No.: S
Lab ID:2015-775-001-002
a =0.00 C =0.00
26.2 29.46
Tested By: SFS Date: 12/9/15 Approved By: MPS Date: 12/17/15
page 1 of 12 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls
0
5
10
15
20
25
0 5 10 15 20 25 30 35 40
Q,

(
p
s
i
)
P, (psi)
Consolidated Undrained Triaxial Test with Pore Pressure
Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3


Attachment B
Global Stability Analysis Scenarios
2.
1
En
d

o
f

W
a
s
t
e

P
l
a
c
e
m
e
n
t
La
y
e
r

1
:

1
1
5

p
c
f
,

3
0

d
e
g
r
e
e
s
La
y
e
r

2
:

1
1
0

p
c
f
,

2
8

d
e
g
r
e
e
s
La
y
e
r

3
:

1
2
0

p
c
f
,

3
2

d
e
g
r
e
e
s
La
y
e
r

4
:

1
1
0

p
c
f
,

2
9

d
e
g
r
e
e
s
La
y
e
r

5
:

1
2
0

p
c
f
,

3
2

d
e
g
r
e
e
s
Yo
r
k
t
o
w
n
:

1
2
0

p
c
f
,

3
2

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1V
Section 7 • Geotechnical Evaluation

7-12 (revised March 2016)
7.6 Slope Stability Analysis
7.6.1 General
Slope stability analyses were performed for the proposed Phase V expansion by using SLOPE/W
version 2012 software program distributed by GEO-SLOPE International, Ltd. Stability analyses were
performed for the following cases:
• End of waste placement condition and
• Final closure condition after final cap system installed.
7.6.2 Subsurface Design Properties
The assumed design properties for the subsurface soils are based upon SPT N-values and laboratory
testing and are listed in Table 7-3.
7.6.3 Landfill Design Properties
The final landfill components will consist of the following in order of their occurrence below final
closure grade;
• 18-inch-thick erosion layer,
• 18-inch-thick low permeability barrier layer,
• C&D waste, and
• Minimum 5-foot-thick compacted fill pad.
The assumed design properties of the components are listed in Table 7-4.
Table 7-4: Summary of Material Design Properties
Layer
No. Materials
Unit
Weight
(pcf)
Friction
Angle
(degrees)
Cohesion
(psf)
Basis for Parameter
Selection
1 Erosion Layer 120 28 0 From 2005 Permit
Application Report
and also CDM’s
Experiences on
Similar Projects
2 Low Permeability Barrier Layer 110 26 0
2 C&D (Waste) 65 27.5 0
3 Compacted Fill Layer 120 28 0

7.6.4 Global Stability Analyses
7.6.4.1 General
Analyses for overall (global) stability was performed using the SLOPE/W 2012 modeling software
package from Geo-Slope International. This computer program uses the inputted slope geometry, soil
and waste properties, and groundwater conditions and calculates a factor of safety failure of the
overall landfill mass. The minimum acceptable factor of safety against overall slope failure before,
during, and after waste placement is 1.5.

5-1 (revised March 2016)
Section 5
Compacted Fill (Base Pad)
The materials, construction and certification requirements in this Section are intended to comply with
Rule .0542 (2) and .0542 (5). This section applies to requirements for construction of the C&D
landfills base pad.
5.1 Materials
A. Compacted fill materials shall conform to the following properties:
Soil Classification ASTM D2487 SC, ML, CL, MH, CH
(Upper two feet of base
pad only)
As-Built Thickness Topographic landfill base pad
Survey minimum thickness will be 5 ft
Internal Friction Angle ASTM D3083 28 degrees
or ASTM D4767
* The Engineer may modify these conformance test properties based on the results of initial conformance testing,
provided modification of these results does not compromise the hydraulic conductivity or internal friction angle test
results.
B. Compacted fill shall be a mineral soil free of organic material, loam, wood, trash, snow, ice, frozen
soil, and other objectionable material.
C. The Contractor shall use adequate construction quality control (CQC) to verify the conformance of
materials according to this section. The Contractor shall submit to the Engineer, within 30 days of
the effective date of the Agreement, representative samples from the soil source(s). In the case
that the submitted samples fail to conform to the required criteria, the Contractor may locate
another source, and upon approval of that source by the Engineer, submit samples from the new
source for conformance testing at the cost of the Contractor.
D. If the Contractor plans to use any blending of soils as compacted fill material, the Contractor shall
submit the blended soil for the Engineer's approval in accordance with the requirements.
5.2 Conformance Testing
A. Initial conformance testing shall be performed by the quality assurance laboratory (QAL) on
samples from the soil source to assure compliance with the Specifications. The samples will be
obtained from multiple test pits to be dug by the Contractor under the direction of the QAL. The
following tests shall be performed on the samples.
1. Soil Classification (ASTM D2487)
2. Sieve Analysis (ASTM D422)
3. Atterberg Limits (ASTM 4318)
1
Chao, Ming-tai
From:Colone, Mathew <[e-mail]>
Sent:Tuesday, March 08, 2016 1:45 PM
To:Chao, Ming-tai
Subject:RE: Dare County Phase V PTC - Materials Testing Revision
Attachments:Section 5_Engineering Plan_ Appendix B_Geotechnical_Appendix D_Revised
03082016.pdf; Section 5_Engineering Plan_ Appendix B_Geotechnical_Page 7-12
_Revised 03082016.pdf; Section 6_CQA Plan_Section 5_Page 5-1_Revised 03082016.pdf
Follow Up Flag:Follow up
Flag Status:Flagged
Thanks Ming,
See attached. Revised pages for CQA Plan (Section 6, page 5-1), Engineering Plan (Section 5, Appendix B, page 7-12), and
Engineering Plan (Section 5, Appendix B, Appendix D).
Please let me know if you need anything else.
Thanks again!
Mat

From: Chao, Ming-tai [mailto:[e-mail]]
Sent: Tuesday, March 08, 2016 12:37 PM
To: Colone, Mathew <[e-mail]>
Subject: RE: Dare County Phase V PTC - Materials Testing Revision

Hi Mat:

E-mail me of the revised page(s) is just fine. I will combine the all submittal into a single document & DIN for filing &
reviewing/approval purposes.

Ming Chao
Ming-Tai Chao, P.E.
Environmental Engineer
Permitting Branch, Solid Waste Section
NCDEQ, Division of Waste Management
(Mailing Address)
1646 Mail Service Center
Raleigh, NC 27699-1646

(Street Address)
Green Square, 217 West Jones Street
Raleigh, NC 27603
Tel. [phone]
[e-mail]
http://portal.ncdenr.org/web/wm/sw

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
2

From: Colone, Mathew [mailto:[e-mail]]
Sent: Tuesday, March 08, 2016 12:24 PM
To: Chao, Ming-tai <[e-mail]>
Subject: RE: Dare County Phase V PTC - Materials Testing Revision

Thanks Ming.
I’ll check, but I think that the CQA section 5 is the only place that the 30 degree friction angle reference resides. That
being said, can I email you the revised section(s)?
Thanks,
Mat
From: Chao, Ming-tai [mailto:[e-mail]]
Sent: Tuesday, March 08, 2016 10:46 AM
To: Colone, Mathew <[e-mail]>
Subject: RE: Dare County Phase V PTC - Materials Testing Revision

Hi Mat:

A quick thought. In addition to the document that you sent to me yesterday, you may also have to update the Section 5
– Compact Fill (base Pad) of the CQA Plan and/or other area in the approved PTC Application for Phase V (DIN 24526)
that may be subject to revision due to this change/modification.

Ming Chao
Ming-Tai Chao, P.E.
Environmental Engineer
Permitting Branch, Solid Waste Section
NCDEQ, Division of Waste Management
(Mailing Address)
1646 Mail Service Center
Raleigh, NC 27699-1646

(Street Address)
Green Square, 217 West Jones Street
Raleigh, NC 27603
Tel. [phone]
[e-mail]
http://portal.ncdenr.org/web/wm/sw

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

From: Colone, Mathew [mailto:[e-mail]]
Sent: Monday, March 07, 2016 5:35 PM
To: Chao, Ming-tai <[e-mail]>
Subject: RE: Dare County Phase V PTC - Materials Testing Revision

Ok. I'll get it signed in the morning and send it on.
3
Thanks,
Mat

-------- Original message --------
From: "Chao, Ming-tai" <[e-mail]>
Date: 03/07/2016 4:54 PM (GMT-05:00)
To: "Colone, Mathew" <[e-mail]>
Subject: RE: Dare County Phase V PTC - Materials Testing Revision
Mat: Any NC PE with CDM Smith can sign/approve it. Thanks.

Ming

From: Colone, Mathew [mailto:[e-mail]]
Sent: Monday, March 07, 2016 4:49 PM
To: Chao, Ming-tai <[e-mail]>
Subject: RE: Dare County Phase V PTC - Materials Testing Revision

No problem. Kenton is out this week. Can the geotechnical engineer (Jintao Wen) seal that letter?
Thanks!
Mat

From: Chao, Ming-tai [mailto:[e-mail]]
Sent: Monday, March 07, 2016 4:47 PM
To: Colone, Mathew <[e-mail]>
Cc: Wen, Jintao <[e-mail]>; Yang, Kenton <[e-mail]>; Edward Lee Mann
<[e-mail]>; Shanna Fullmer <[e-mail]>; Clyde Gard <[e-mail]>;
Mussler, Ed <[e-mail]>
Subject: RE: Dare County Phase V PTC - Materials Testing Revision

Hi Mat:

This request involves the change of design and construction spec of the project; by law, we need a NC PE to
sign/seal/approve the modification document. I am sorry to be picky on this matter, and Kenton can do it (co-
sign the letter) easily.
4

Ming Chao
Ming-Tai Chao, P.E.
Environmental Engineer
Permitting Branch, Solid Waste Section
NCDEQ, Division of Waste Management
(Mailing Address)
1646 Mail Service Center
Raleigh, NC 27699-1646

(Street Address)
Green Square, 217 West Jones Street
Raleigh, NC 27603
Tel. [phone]
[e-mail]
http://portal.ncdenr.org/web/wm/sw

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and
may be disclosed to third parties.

From: Colone, Mathew [mailto:[e-mail]]
Sent: Monday, March 07, 2016 3:54 PM
To: Chao, Ming-tai <[e-mail]>
Cc: Wen, Jintao <[e-mail]>; Yang, Kenton <[e-mail]>; Edward Lee Mann
<[e-mail]>; Shanna Fullmer <[e-mail]>; Clyde Gard <[e-mail]>
Subject: Dare County Phase V PTC - Materials Testing Revision

Hi Ming,
5
Attached is a letter request to revise the geotechnical testing requirements for the Dare County Phase V base
pad. In particular, we are requesting a variance from the specified internal friction angle of the base pad material
in the Permit To Construct. The minimum angle specified in the PTC is 30 degrees and we are requesting a
variance to a minimum of 28 degrees.
We intend to put the project out to bid within the next two weeks, with construction to start in late May or June.
Please let me know if you have any questions.
Thanks,
Mat Colone

Mathew F. Colone, P.G. | Geologist | CDM Smith | 5400 Glenwood Avenue, Suite 400 Raleigh, NC 27612 |
T: 919-325-3569 | F: 919-781-5730 | www.cdmsmith.com

PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Secretary

MICHAEL SCOTT
Acting Director
Solid Waste Section

March 11, 2016

Mr. Edward Mann
Public Works Director
Dare County
P.O. Box 1000
Manteo, NC 27954

Subject: Approval of the Modification of Landfill Design to Solid Waste Permit To Construct –
Phase V, Dare County Construction and Demolition Debris Landfill (C&DLF)
Dare County, North Carolina
Permit No. 2803-CDLF-1995, Document Identification Number (DIN) 25738

Dear Mr. Mann:

On March 08, 2016, CDM Smith, Inc., on behalf of Dare County (the County), submitted the Solid Waste
Section (SWS) a written request of approving the modification to the landfill base pad design of the
approved “Dare County C&D Landfill Substantial Amendment and Phase V Permit To Construction
Application” (DIN 25426) so that the on-site soil inside the landfill facility can be used for constructing
the base pad of the C&DLF - Phase 5. This written request letter with enclosed soil laboratory testing
results, summary of the slope stability analysis results, the revised Section 7.6 - Slope Stability Analysis
(page 7-12) of the Engineering Plan, and the revised Section 5 – Compacted Fill (Base Pad, page 5-1) of
the Construction Quality Assurance Plan is scanned and uploaded to the document tracking system with
the DIN 25737.

After reviewing the permit modification document (DIN 25737), the SWS has no comment at this time
and approves the County’s request. Please place this approval letter and permit modification document in
the landfill operating record. If you have any question of the permit related questions or concerns, please
contact myself at 919-707-8251 or [e-mail].

Sincerely,
Ming-Tai Chao, P.E.
Environmental Engineer
Division of Waste Management, NCDEQ

cc: Mathew Colone, P.G., CDM Smith, Inc. Ed Mussler, Permitting Branch Supervisor
Ray Williams, DWM Central Files
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