4116_WI_HighPointCDLF_Ph3_revised_CQARpt_FID1357946_20190912

September 12, 2019

Mr. Ming-Tai Chao, P.E
Environmental Engineer
NCDEQ – Division of Waste Management
217 West Jones Street
Raleigh, NC 27603

RE: WI High Point C&D Landfill
Phase 3 North Construction – Response to Comments
Solid Waste Permit No. 41-16

Dear Ming:

On behalf of WI High Point Landfill, LLC, Smith Gardner, Inc. (S+G) is pleased to provide a
response to your comments received through email correspondence dated August 23, 2019
(attached), which are repeated below in italics followed by S+G’s response in bold.

Response to Comments

1. (Sections 3.4, Appendices B & I) The June 13, 2019 Memorandum with the Drawing No.
X1/Sheet No. 4 provided further clarifications of the designed underdrain. The
approved aggregates thickness of the underdrain is two (2) feet, but the constructed
underdrain thickness is 1.5 feet (at a minimum) as shown on the Drawing No.
X1/Sheet No. 4 in Appendix I of the CQA report.

a. Please add the June 13, 2019 Memorandum and all Field Orders made for this Phase
3A construction to the Appendix B of the CQA report.

Appendix B has been revised to include the June 13, 2019 Memorandum along with
all field orders attached to the Memorandum.

b. In Section 3.4, provide narrative descriptions of the constructed underdrain including
the dimensions, hydraulic characteristics, and designed flow capacity, etc.

Section 3.4 of the narrative has been updated to include a summary of the underdrain
dimensions and hydraulic characteristics.

c. Will the flow capacity of the constructed underdrain be different from the designed
one? How much? Please describe.

The calculated minimum flow capacity of the constructed underdrain segment is 0.13
ft3/sec, which is greater than the capacity of the permitted underdrain (0.018 ft3/sec)
included in the May 3, 2019 Design Modification (Approved May 6, 2019).

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Mr. Ming-Tai Chao
September 12, 2019
Page 2 of 4
The permitted Phase 3A underdrain was added to account for an underdrain in the
event it was necessary. Following the start of construction, it was determined that an
underdrain would be necessary to remedy saturated soils that were most likely the
result of a perched water condition resulting from the temporary basin northeast of
Phase 3A. As a result, the Phase 3A underdrain segment was designed and
constructed to meet or exceed the required capacity of the observed flow.

Now that the temporary basin has been decommissioned and stormwater flow has
been diverted to the south the perched water condition is expected to diminish and
flow through the constructed underdrain is expected to decrease. As a result the
capacity of the proposed downgradient underdrain segment planned for Phase 3B,
should not be increased to accommodate additional flow. Instead, the minimum
design capacity (0.018 ft3/sec) should remain as the target flow capacity.

d. Please provide the as-build cross section/profile of the underdrain relative to the
elevations of the constructed landfill subgrade, bed rock, long-term ground water
table. The data shown on the as-built Sheet 1 of 1, prepared by the licensed surveyor)
is different from those on Drawing No. X1/Sheet No. 4. It is imperative to have the as-
built drawings (both layout and profile) of the constructed underdrain.

Drawing No. X1/Sheet No. 4 has been updated to include the as-built cross-
section/profile of the constructed underdrain. The revised drawing is included in
Appendix I.

2. (Section 5.4 & Appendix G1) Please add the copy of the test result of calcium
carbonate on drainage aggregate to Appendix G1.

Prior Carbonate Content test results from Martin Marietta’s Jamestown Quarry have
been included in Appendix G1.

3. (Section 6.0 & Table 1)
a. The number (6) of performed test is less than the required control tests (8). Please
explain why this practice is acceptable. A non-conformance report may be required.

Three (3) control tests conducted during the 2017 Cap Event (SF-1 through SF-3),
which only included moisture-density relationship testing (ASTM D698) were used to
inform the testing and material selection for this project. These control tests have
been added to Table 1 and Appendix H and satisfy the Control Testing requirements
as presented in Table 3.1 of the approved CQA Plan.

b. Please report the total quantity of earthen material was used for constructing the
landfill cell base. The quantity in cubic yards then can be used to verify if the number
testing conducted meets the specification and the CQA plan.

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Mr. Ming-Tai Chao
September 12, 2019
Page 3 of 4
Table 1 – Summary of Material Control and Record Tests for the structural fill
identifies the quantity of structural fill (in-place), which is approximately 40,000 CY.
The number of tests required, as identified in Table 1 are based on this quantity.

4. (Appendix H)
a. According to Technical Specification Section 02223 Part B, the earthen material used
as the landfill subgrade must have a maximum standard Proctor dry density (by
ASTM D 698) of at least 100 pound per cubic foot (pcf). The soil from the stockpiles or
borrows where samples S-4 & SF-5 were collected shall not be used for landfill
subgrade because each sample has the standard Proctor dry density less than 100
pcf (98.8 & 96.0 pcf, respectively as shown in Appendix H1). However, in Appendix H2,
area (lift 2) represented by the sample ND-44 was constructed by using borrow
source from S-4. Please explain why the constructed subgrade is acceptable.

Technical Specification Section 02223 Part B specifies that the “…upper 3 feet
beneath the final wearing surface of roadways…shall…have a maximum standard
Proctor dry density of at least 100 pounds per cubic foot….” ND-44 is used within the
limits of the landfill and not within the limits of the perimeter roadway.

b. Provide the map or sketch to show the locations of the in-place testing (ND 1 through
ND 103) and lab testing (DC-1 through DC-3, DC-5 through DC-12).

Maps showing the approximate locations of the in-place nuclear density (ND) testing
are included in Appendix H. Drive cylinder (DC) tests, when taken, were in the same
location as ND tests. The locations of the DC tests are noted in the Structural Fill
Record Test Summary.

c. DC-1 data (in Field Density Report) is different from those shown lab report (SFDR-
01).

DC-1 data in the Field Density Report should match the data shown in the lab report,
which are as follows: Moisture Content (%) 6.5 and Dry Density (pcf) 127.2. The
revised field density report and Structural Fill Record Test Summary have been
updated and are included in Appendix H.

d. ND-15 data of compaction effort (in Field Density Report) is different from that in
“Record Test Summary.”

ND-15 data in the Field Density Report should match the data shown in the Record
Test Summary. The revised field density report has been updated and included in
Appendix H.

5. (Appendix I) Please provide the as-built survey data of the constructed landfill
subgrade per Technical Specification Section 02222 Part D.20.
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Mr. Ming-Tai Chao
September 12, 2019
Page 4 of 4

The as-built survey was developed based on Technical Specification Section 02222
Part D.20. As a result, a note has been added to the as-built survey stating the
following:

“I, Dwayne R. Kroeze, PLS L-3911 hereby certify that the surveyed elevations shown
inside or the Phase 3A limits are at or above the interpolated plan design elevation as
shown on the referenced plans, as verified at a minimum of 100’ intervals along all
tops of slopes, toes of slopes and grade breaks as swell as 100’ centers in straight
grade areas.”

S+G trusts that the above responses and accompanying attachments adequately address
your comments. Should you have any additional questions, comments, or require further
clarification, please do not hesitate to contact me at your earliest convenience.

Sincerely,
SMITH GARDNER, INC.

W. Michael Brinchek, P.E. John R. Fearrington, P.E.
Senior Project Manager (ext. 128) Project Engineer (ext. 125)
[e-mail] [e-mail]

Attachments: CQA Report
Appendix B
Appendix G1
Appendix H
Appendix I

cc: David Pepper, Waste Industries | GFL Environmental, Inc. (cover only)
Bryan Wuester, Waste Industries | GFL Environmental, Inc. (cover only)
Seth Heath, WI High Point C&D Landfill, LLC
File

H:\Projects\WI High Point Landfill (C&D)\WIHIGHPOINT 19-1 (Phase 3A Construction)\Construction\CQA
Report\09-2019 Response to Comments\WI High Point CQA RTC (09-2019).docx
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9/12/2019
Construction Quality Assurance Report

Phase 3A Construction
WI High Point C&D Landfill
(NC Solid Waste Permit No. 41-16)

Prepared for:

WI High Point Landfill, LLC
Jamestown, North Carolina
(A wholly-owned subsidiary of GFL Environmental, Inc.)

August 2019 (Revised September 2019)

Prepared by:

© 2019 Smith Gardner, Inc.
This document is intended for the sole use of the client for which it was prepared and
for the purpose agreed upon by the client and Smith Gardner, Inc.
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Construction Quality Assurance Report

Phase 3A Construction
WI High Point C&D Landfill

Prepared For:
WI High Point Landfill, LLC
Jamestown, North Carolina

S+G Project No. WIHIGHPOINT 19-1

Clyde A. L. Easter, G.I.T.
Staff Geologist

W. Michael Brinchek, P.E.
Senior Project Manager

August 2019 (Revised September 2019)

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Phase 3A – High Point C&D Landfill Construction Quality Assurance Report
August 2019 (Revised September 2019) Table of Contents Page i

Phase 3A Construction
WI High Point C&D Landfill

Construction Quality Assurance Report

Table of Contents
Page

1.0 OVERVIEW ....................................................................................................................... 1
2.0 PROJECT DESCRIPTION .................................................................................................. 1
2.1 General .................................................................................................................... 1
2.2 Reference Documents ............................................................................................ 1
2.3 Design Clarifications and Modifications ................................................................. 2
2.4 Project Participants ................................................................................................ 2
2.4.1 Owner .......................................................................................................... 2
2.4.2 Engineer/CQA Engineer .............................................................................. 2
2.4.3 CQA Testing - Earthwork, Geosynthetics, & Construction Monitoring ....... 2
2.4.4 Contractor ................................................................................................... 3
2.4.5 Owner’s Surveyor ........................................................................................ 3
3.0 SUMMARY OF CONSTRUCTION ACTIVITIES ..................................................................... 3
3.1 Site Preparation ...................................................................................................... 3
3.2 Erosion and Sediment Control Measures ............................................................... 3
3.3 Excavation, Embankment, and Rock Removal ....................................................... 4
3.4 Underdrain Construction ........................................................................................ 4
4.0 CQA PROGRAM ................................................................................................................ 4
4.1 Scope of Services .................................................................................................... 4
5.0 UNDERDRAIN CQA .......................................................................................................... 5
5.1 Drainage Aggregate ................................................................................................ 5
5.2 Geotextile ................................................................................................................ 5
5.3 Geosynthetic Clay Layer (GCL) ................................................................................ 5
5.4 Material Control Testing ......................................................................................... 6
6.0 EARTHWORK CQA ........................................................................................................... 6
7.0 RECORD DRAWINGS........................................................................................................ 8
8.0 PROJECT CERTIFICATION ............................................................................................... 9

TABLES
Table 1 Summary of Material Control and Record Tests - Structural Fill

APPENDICES
Appendix A Reference Documents (Permits)
Appendix B Design Clarifications
Appendix C Photographic Log
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Phase 3A – High Point C&D Landfill Construction Quality Assurance Report
August 2019 (Revised September 2019) Table of Contents Page ii
Table of Contents (continued)

Appendix D CQA Meeting Minutes
Appendix E Piezometer Abandonment
Appendix F Subgrade Inspection
Appendix G Underdrain CQA Data
G1. Drainage Aggregate CQA Test Results
G2. Geotextile Product Submittals
G3. GCL Product Submittals and MQC Data
Appendix H Earthwork CQA Data
H1. CQA Test Results - Control Tests
H2. CQA Test Results - Record Tests
Appendix I Record Drawings
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Phase 3A – High Point C&D Landfill Construction Quality Assurance Report
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1.0 OVERVIEW
This Construction Quality Assurance (CQA) Report has been prepared to document the CQA
activities performed during the construction of Phase 3A of the WI High Point Construction and
Demolition (C&D) Landfill (WIHP). The landfill facility is located at 5822 Riverdale Drive, High
Point North Carolina and is owned and operated by WI High Point Disposal, LLC (A wholly owned
subsidiary of GFL Environmental, Inc.) under State Solid Waste Permit No. 41-16. A Permit to
Construct for Phase 3A was issued by the North Carolina Division of Waste Management
(NCDWM) on January 9, 2017, modified on May 6, 2019, with substantial construction activities
beginning May 9, 2019.

2.0 PROJECT DESCRIPTION
2.1 General
Phase 3A is an approximately 3-acre C&D landfill unit designed by Smith Gardner, Inc.
(S+G). The landfill subgrade was constructed using on-site soils that meet NC DEQ’s
required soil types (SM, SC, ML, CL, MH, and/or CH). In addition to the landfill subgrade,
Phase 3A also includes associated perimeter berms and erosion and sediment control
(E&SC) measures.

2.2 Reference Documents
Phase 3A was constructed in accordance with the following documents with
clarifications as described in Section 2.3:

Permit to Construct Application – WI High Point Landfill, LLC – Phase 3:
Includes technical specifications, CQA manual, and construction drawings
prepared by S+G and dated May 2016, revised December 2016.

Permit to Construct – WI High Point Landfill, LLC – Phase 3:
Issued by NCDEQ-DWM on January 9, 2017 (copy provided in Appendix A).

Permit Modification – Phase 3 North Construction – Includes revisions to Phase 3
Permit to Construct Application documents dated April 25, 2019, revised through
May 6, 2019, and approved May 6, 2019.

High Point C&D Landfill – Erosion and Sediment Control Plan: permit #2151
submitted by Smith Gardner, Inc., June 27, 2016. Approved by City of High Point
Engineering Services on November 17, 2016 and re-issued on May 10, 2019.

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2.3 Design Clarifications and Modifications
Clarifications to the above documents for Phase 3A are provided in Appendix B. A listing
of each is as follow:

Design Clarifications:

1. Undrain design.

2.4 Project Participants
The following parties were involved in the construction and CQA of Phase 3A:

2.4.1 Owner
WI High Point Landfill, LLC
5822 Riverdale Drive
Jamestown, NC 27282
Phone: [phone]

Contacts: David Pepper, Vice President of Capital Projects
Seth Heath, General Manager

2.4.2 Engineer/CQA Engineer
Smith Gardner, Inc. (S+G)
14 N. Boylan Ave.
Raleigh, NC 27603
Phone: [phone]

Contacts: W. Michael Brinchek, P.E., Senior Project Manager
Clyde A. L. Easter, G.I.T., Staff Geologist

2.4.3 CQA Testing - Earthwork, Geosynthetics, & Construction Monitoring
Geotechnics
2200 Westinghouse Blvd., Suite 103
Raleigh, NC 27604
Phone: [phone]

Contacts: Mike Smith, Regional Manager
Mason Hunt, Field Technician
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2.4.4 Contractor
Baxter Johnson Contracting, Inc. (BJC)
1513 S. Bloodworth Street
Raleigh, NC 27610
Phone: [phone]

Contacts: Brady Johnson, President
Jim Gerow, Site Superintendent

2.4.5 Owner’s Surveyor
Surveying Solutions, P.C.
PO Box 376
Louisburg, NC 27549
Phone: [phone]

Contacts: Dwayne Kroeze, PLS

3.0 SUMMARY OF CONSTRUCTION ACTIVITIES
Major elements of the project are discussed below. Photos documenting the construction of
Phase 3A can be found in Appendix C. Prior to BJC beginning work, a project pre-construction
meeting was held on April 17, 2019, a meeting summary is provided in Appendix D.

3.1 Site Preparation
The site preparation for Phase 3A began with the abandonment of affected wells and
piezometers and the installation of one (1) permanent landfill gas probe (Appendix E).
Construction began in May 2019 with the surveying/staking of the limits of construction
and the installation of temporary erosion and sediment control measures (i.e., silt fence,
stone outlets, etc.) surrounding the clearing limits. Following installation of these
temporary measures, BJC initiated clearing and grubbing activities.

3.2 Erosion and Sediment Control Measures
The construction of erosion and sediment control measures took place in conjunction
with project activities and under the site permits issued by NC DEQ and reviewed by the
City of High Point. Permanent drainage channels were added as areas were brought to
grade. Once areas reached final grade, the areas were vegetated in accordance with
project requirements.

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3.3 Excavation, Embankment, and Rock Removal
Once portions of the site were cleared and grubbed, excavation and stockpiling activities
were performed. Excavated materials including stripped topsoil, unsuitable soils, and
structural fill were identified and separated. Off-site soils meeting the project
requirements for embankment and landfill subgrade were imported by WIHP and BJC
and stockpiled in future Phase 4. Topsoil and unsuitable soils were taken to the
stockpile area located to the east of Phase 3A for later use by Baxter Johnson as topsoil
or future use as daily/intermediate cover by WIHP. The soils within the Phase 3A
footprint identified for use as structural fill were excavated and placed and compacted
where needed. An as-built drawing showing the completed subgrade elevations is
provided in Appendix I.

Upon completing the Phase 3A subgrade construction and in accordance with the
permit, Ms. Joan Smyth, P.G. visited and examined the site to identify any subgrade
conditions that may adversely affect the design, construction, or operation of the unit.
As documented in Ms. Smyth’s report (Appendix F) no areas of rock or any other unusual
geologic features were identified. The subgrade consisted of sandy silts with varying
amount of clays, meeting NCDEQ’s requirements for a C&D landfill subgrade.

3.4 Underdrain Construction
Per Design Clarification No. 1, this underdrain was constructed using drainage
aggregate (No. 57 stone, or equal) wrapped in a Type GT-S geotextile and overlain by a
geosynthetic clay liner (GCL). The constructed underdrain was installed with a minimum
cross-sectional area of 1.4-foot-thick by 6-foot-wide and an average slope of 4%. The
resulting minimum flow capacity is 0.13 ft3/sec. Updated underdrain calculations are
included in Appendix B.

The GCL was installed smooth, free of excessive wrinkles and proper overlap and
shingling was maintained. Following completion of the underdrain, the extents of the
drainage aggregate and GCL were surveyed to verify the minimum thickness and width
were achieved. An as-built drawing showing the completed underdrain elevations is
provided in Appendix I.

4.0 CQA PROGRAM
4.1 Scope of Services
In satisfying the requirements of the Project CQA Manual for Phase 3A, the following
activities were performed:

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• Observation and documentation of construction of prepared subgrade,
groundwater underdrain, structural fill, and landfill subgrade;
• Field and/or laboratory testing of structural fill;
• Review of submittals from the Contractor for conformance with project
specification and CQA requirements;
• Review/preparation of record drawings; and
• Preparation of the final CQA report.

5.0 UNDERDRAIN CQA
5.1 Drainage Aggregate
The criteria for construction of construction per the project specifications included the
following:

Materials: Sound, durable and free from seams cracks or other
structural defects, as well as free of shale, clay, friable
material, and debris;
Permeability: See Design Clarification No. 1 and Appendix G1 Drainage
Aggregate CQA Test Results

Gradation: Either NCDOT No. 57 or meet the following gradation
criteria:
Sieve Size
1.5-inch
1-inch
½-inch
No. 4
No. 8
No. 200
Percent Passing
100
95-100
25-60
0-10
0-5
0-2

5.2 Geotextile
S+G reviewed and approved the geotextile product submittals provided by BJC. The
selected material was Mirafi 160N as manufactured by TenCate Geosynthetics Americas
of Pendergrass, Georgia. Copies of selected product submittals for this product can be
found in Appendix G2.

5.3 Geosynthetic Clay Layer (GCL)
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S+G reviewed and approved the geosynthetic clay liner (GCL) product submittals
provided by BJC. The selected material was BentoLiner NSL as manufactured by GSE
Environmental, LLC of Houston, Texas. S+G reviewed and approved GSE’s quality
control certificates prior to delivery to the site. Copies of selected product submittals
and quality control certificates can be found in Appendix G3.

5.4 Material Control Testing
S+G had prior information from the source of the No. 78M stone (Martin Marietta’s
Jamestown Quarry) showing the stone to have a calcium carbonate content of less than
7%. Thus, no additional carbonate content testing (ASTM D 3042) was required.

The gradation and permeability of the drainage aggregate provided for use within the
underdrain was evaluated in accordance with ASTM C 136 and ASTM D 2434,
respectively, for approximately 150 CY of material provided. A total of one (1) gradation
and one (1) permeability test were performed (meeting 1 test per 2,500 CY project
requirements). All drainage aggregate samples evaluated for gradation met project
requirements. The permeability of the drainage aggregate was found to average 14
cm/sec.

The results of the CQA testing on drainage aggregate can be found in Appendix G1.

6.0 EARTHWORK CQA
The criteria for construction of structural fill per the project specifications included the
following:

Materials: SM, SC, ML, or CL (ASTM D 2487) with no topsoil or other
deleterious material and no stones or rocks in excess of one
half the lift thickness as compacted;
Density: Minimum 95% Maximum Standard Proctor Dry Density (100%
under roads and structures) (ASTM D 698);
Moisture Content: As necessary for compaction (+/- 2% of Optimum under roads
and structures); and
Lift Thickness: 8-inch max. (compacted).

The number and results of material control and record tests performed on the structural fill are
summarized in Table 1. Other tests performed on an on-going basis during construction
included a visual classification of soils (ASTM D 2488) and monitoring of loose lift thickness.
Note that the number of tests required was based on an approximate quantity of 40,000 CY of
material placed (in-place measure). As noted in Table 1, the number of Control Tests
performed (6) were less than the number of Control Tests required (8); however the on-site
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material used during Phase 3A were consistent with previous material testing and are
representative of the materials used. The results of field and laboratory testing of structural fill
can be found in Appendix H.

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7.0 RECORD DRAWINGS
An as-built drawing depicting the construction of Phase 3A prepared by Dwayne R. Kroeze, PLS
can be found in Appendix I. The as-built drawing includes the following (at a minimum):

• Underdrain system;
• Subgrade;
• Permanent erosion and sediment control features; and
• Finish grades within Control Limits.

The following Record Drawings depicting the construction of Phase 3A can be found in Appendix
I:

Sheet No. Drawing No. Drawing Title
1 -- Title – Cover Sheet
2 S1 Existing Conditions
3 S2 Phase 3A Subgrade Grading and Drainage Plan
4 X1 Underdrain Plan and Profile
5 EC1 Erosion and Sedimentation Control Details (Sheet 1 of 2)
6 EC2 Erosion and Sedimentation Control Details (Sheet 2 of 2)

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8.0 PROJECT CERTIFICATION
Based on the observations and results of the CQA program documented herein, it is our
professional opinion that the construction of Phase 3 of the High Point C&D Landfill was
completed in accordance with the following:

i. The Project CQA Manual;
ii. The conditions of the Phase 3 Permit to Construct;
iii. The requirements of 15A NCAC 13B.0541; and
iv. Acceptable engineering practices.

SMITH GARDNER, INC.

Clyde A. L. Easter, G.I.T.
Staff Geologist

W. Michael Brinchek, P.E.
Senior Project Manager

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WI High Point C9/10/2019 Landfill
Phase 3A Construction
TABLE 1
SUMMARY OF MATERIAL CONTROL
AND RECORD TESTS
STRUCTURAL FILL
1 of 1
SMITH GARDNER, INC.Table 1 - Structural Fill WIHP Ph3A CQA Report Tables.xls
Control Tests
Units -----% Std. Proctor %
Test Method ASTM D 698 ASTM D 29221 ASTM D 30172
Required Test Frequency 5,000 CY per each soil
20,000 ft2 per lift & 1 per
500 LF of Berms (<200 ft.
base width) (+/- 1 Per 500
CY)
20,000 ft2 per lift & 1 per
500 LF of Berms (<200 ft.
base width) (+/- 1 Per 500
CY)
No. of Tests Required 8 80 80
No. of Tests Performed 9 114 114
Specified Value -----> 95% Std. Proctor As Required for Density
Minimum Value -----95%-10.7% Opt.
Maximum Value -----113%9.7% Opt.
Average Value -----99%-3.0% Opt.
Quantity of Structural Fill (In-Place):40,000 CY
Notes:
3. Based on the quantity of embankment material placed, 8 Control Tests were required; however 6 Control Tests were conducted. The
control tests conducted during Phase 3A Construction are representative of the material used. Additionally, the on-site materials used
during Phase 3A Construction were consistent with previous Phase and Cap construction control testing.
1. Nuclear density values verified periodically by sand cone (ASTM D 1556), rubber balloon (ASTM D 2167), and/or
drive cylinder (ASTM D 2937) test methods.
2. Nuclear moisture values verified periodically by oven (ASTM D 2216), microwave oven (ASTM D 4643), and/or
direct heating (ASTM D 4959) test methods.
Record Tests
Property
Moisture-Density
Relationship (Proctor)In-Place Density In-Place Moisture Content
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Appendix A
Reference Documents (Permits)

Construction Quality Assurance Report
High Point C&D Landfill
Phase 3A Construction
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Appendix A1
Permit to Construct – Phase 3

Construction Quality Assurance Report
High Point C&D Landfill
Phase 3A Construction
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Appendix A2
Erosion and Sediment Control Plan

Construction Quality Assurance Report
High Point C&D Landfill
Phase 3A Construction
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Appendix B
Design Modifications and Clarifications

Construction Quality Assurance Report
High Point C&D Landfill
Phase 3A Construction
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Field Order No.1
Project:
Owner:
Contractor:
ATTN:
Comments:
By:
Title:
Date:
Distribution:Owner Contractor Field File Other
Specification Section 02710 (Drainage Aggregate)
CQA Manual (Rev. April 2019)
Phase 3A Construction
WI High Point C&D Landfill
WI High Point Landfill, LLC
Baxter Johnson Contracting, Inc.
Solid Waste Permit No. 41-16
Attachments:
You are hereby directed to promptly execute this Field Order for minor changes in the Work without changes in Contract Sum or Contract Time. If you consider
that a change in Contract Sum or Contract Time is required, please submit your itemized proposal to Smith Gardner, Inc. immediately and before proceeding
with this work. If your proposal is found to be acceptable and in proper order, the Field Order will, in that event, be superseded by a Change Order.
X X X
W. Michael Brinchek
Senior Project Manager
May 1, 2019
Description:
As a result of S+G's April 25, 2019 Response to NCDEQ Comments, the following documents were added/revised for the WI High Point C&D Landfill Permit to
Construct (Solid Waste Permit No. 41-16):
- Specification Section 02710 (Drainage Aggregate)Drainage Aggregate specifying the NCDOT No. 57 Stone Gradation and Permeability
- CQA Manual (Revised April 2019) addressing observation, testing and surveying of the underdrain.
Should the underdrain be required, the drainage aggregate shall meet the Specification Section 02710 and be tested and surveyed in accordance with the CQA
Manual.
Attention:
Baxter Johnson
PO Box 27257
Raleigh, NC 27611
Reference:
WI High Point C&D Landfill Phase 3A Technical Specifications and CQA Manual
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MEMORANDUM

Date: June 13, 2019
To: Distribution and Meeting Attendees
From: W. Michael Brinchek, P.E.
Smith Gardner, Inc.
RE: Waste Industries (WI) High Point C&D Landfill
Phase 3A Construction
Construction Progress Meeting No. 1 Summary

Meeting Summary:

Progress Meeting No. 1 was held Wednesday, June 12, 2019 at 10:00 am at GFL’s High Point
C&D Landfill Office to discuss the construction progress of Phase 3A at the WI High Point
C&D Landfill, Permit No. 41-16. The following represents notes from the items discussed.

1. Attendance:
See attached attendees list.

2. Schedule:

Progress since the Pre-Construction Meeting
• Clearing and grubbing of the construction area has been completed.
• Installation of perimeter erosion controls, including silt fence and stone filters
have been completed.
• Stripping of topsoil within the construction area has been completed.
• Placement of embankment in areas not receiving an underdrain is in
progress.
• Placement of embankment for the perimeter berms is in progress.
• Installation of the lower section of the underdrain has been completed and
surveyed.
• Clean-up from the June 8th rain event is in progress.

Planned Activities

• BJC noted that they have approximately five (5) days of work to complete the
south embankment, over the underdrain once the GCL is installed (GCL
installation is planned for Friday, June 14, 2019, weather dependent) and
would need direction on the upper section of underdrain once that work is
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Construction Progress Meeting No 1 Summary
June 13, 2019
Page 2 of 3

complete. Per Field Order No. 2 (attached) BJC shall complete the full length
of the underdrain as discussed during the meeting.
• Complete underdrain installation, including overlying GCL.
• Continue placement of embankment material within the cell and along the
perimeter berms.
• Demo the fueling station area including tanks, secondary containment,
fencing and appurtenances.
• Install additional sedimentation and erosion control measure as discussed
under Item 4 – Other Items.

3. Submittals:

• All submittals have been submitted and approved.

4. Other items:
Prior to the progress meeting S+G, GFL and BJC walked Phase 3A to observe construction
progress and impacts from the June 8, 2019 storm event. As a result of the site walk BJC
was asked to complete the following items in addition to the cleanup:

• Install additional riprap protection at the outlet of Sediment Basin SB-8
• Install riprap protection in the breached Sediment Basin SB-8 Forebay
• Install a rock dam immediately downstream of the construction area, below
the sediment deposition to prevent sediment from migrating further south and
clean-up sediment deposition as practical.

The above items are included in Field Order No. 3 (attached).

Additional cleanup, to include sediment removal from the Phase 2 perimeter channel will be
completed by GFL starting Thursday June 13, 2019.

BJC plans to install the proposed Culvert C-8 on a Saturday to avoid impact to facility
operations. BJC was asked to provide advanced notice of when the work is planned and keep
the gates closed during work to keep the public out of the facility.

5. Action Items

Item
No.
Description Responsible
Party
Due
Date
001 Set-up Meeting with DWR and High Point S+G ASAP
002 Prepare Field Order 2 and 3 S+G 06/13/2019
003 Provide Northing Easting of Underdrain start S+G 06/13/2019
004 Schedule C-8 Culvert Installation BJC As Needed
005 Install Additional ESC Measures identified in
Field Order No. 3
BJC ASAP

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Construction Progress Meeting No 1 Summary
June 13, 2019
Page 3 of 3

6. Next Meeting

The next project progress meeting is scheduled for Tuesday, July 16, 2019 at 10:00 am.

Attachment: Attendee List
Field Order No. 2
Field Order No. 3

cc: Distribution:
Attendee List
Sue Homewood, NCDEQ, DWR
Scott Ford, City of High Point
Ming-tai Chao, NCDEQ, DWM
David Bailey, USACOE
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DocuSign Envelope ID: C654BF16-CBD6-4CE9-A5F2-F17E93454132DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
Field Order No.2
Project:
Owner:
Contractor:
ATTN:
Comments:
By:
Title:
Date:
Distribution:Owner Contractor Field File Other
Per the revised Drawing X1 and based upon discussions held during the June 12, 2019 Construction Progress Meeting extend the underdrain as shown.
W. Michael Brinchek
Senior Project Manager
June 13, 2019
X X X
Reference:
WI High Point C&D Landfill Phase 3A Construction Drawings
Description:
The following documents were added/revised for the WI High Point C&D Landfill Phase 3 Construction Drawings
- Sheet 4, Drawing X1 (Rev. June 2019), which revises the length and cross-section of the proposed underdrain.
As shown, the underdrain extends beyond the limits of the original underdrain; and provides a reduced underdrain cross-section based upon observed flow
since the area was cleared and grubbed and stripped of topsoil.
Attachments:
WI High Point C&D Landfill Phase 3 Permit to Construct Permit Drawings: Sheet 4, Drawing X1 - Phase 3 Underdrain Profile
Baxter Johnson Contracting, Inc.
Baxter Johnson
PO Box 27257
Raleigh, NC 27611
Attention:
You are hereby directed to promptly execute this Field Order for minor changes in the Work without changes in Contract Sum or Contract Time. If you consider
that a change in Contract Sum or Contract Time is required, please submit your itemized proposal to Smith Gardner, Inc. immediately and before proceeding
with this work. If your proposal is found to be acceptable and in proper order, the Field Order will, in that event, be superseded by a Change Order.
Phase 3A Construction
WI High Point C&D Landfill
Solid Waste Permit No. 41-16
WI High Point Landfill, LLC
DocuSign Envelope ID: 9425648D-691E-4596-8F03-035322ABD532DocuSign Envelope ID: C654BF16-CBD6-4CE9-A5F2-F17E93454132DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
PROJECT TITLE:DRAWING TITLE:REV.DATEDESCRIPTIONDESIGNED:DRAWN:APPROVED:PROJECT NO:SCALE:FILENAME:PREPARED BY:PREPARED FOR:SHEET NUMBER:DRAWING NUMBER:DATE:G:\CAD\WCA High Point\WIHIGHPOINT 19-1\sheets\WI-D1373.dwg - 6/3/2019 2:17 PM
SEALSEALSMITHGARDNERENGINEERS+Electronic files are instruments of service provided by SmithGardner, Inc. for the convenience of the intended recipient(s), andno warranty is either expressed or implied.  Any reuse orredistribution of this document in whole or part without thewritten authorization of Smith Gardner, Inc., will be at the solerisk of the recipient.  If there is a discrepancy between theelectronic files and the signed and sealed hard copies, the hardcopies shall govern.  Use of  any electronic files generated orprovided by Smith Gardner, Inc., constitutes an acceptance ofthese terms and conditions.© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603NC LIC. NO. F-1370 (ENGINEERING)919.828.05771526 Richland St., Columbia SC 29201SC COA NO. C01488WI HIGH POINTLANDFILL, LLC(A WASTE INDUSTRIES COMPANY)HIGH POINT C&D LANDILLPHASE 3PERMIT TO CONSTRUCTPERMIT DRAWINGSPHASE 3UNDERDRAIN PROFILEW.M.B.C.T.J.WIHIGHPOINT 19-1AS SHOWNAPR. 2019WI-D13731S1X1X1X1X14DocuSign Envelope ID: 9425648D-691E-4596-8F03-035322ABD5326/13/2019DocuSign Envelope ID: C654BF16-CBD6-4CE9-A5F2-F17E93454132DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
Field Order No.3
Project:
Owner:
Contractor:
ATTN:
Comments:
By:
Title:
Date:
Distribution:Owner Contractor Field File Other
The Rock Dam installation will be within the permitted limits of phase 3B, which include permitted wetland impacts.
W. Michael Brinchek
Senior Project Manager
June 13, 2019
X X X
Reference:
WI High Point C&D Landfill Phase 3A Construction Drawings
Description:
On June 8, 2019 the WI High Point Landfill recieved over 6.5 inches of rain. Over a two-day-period from June 8th to June 9th, the facility recieved over 8.5
inches of rain as evidenced by the on-site rain gauge and confirmed using the NOAA National Weather Service Advanced Hydrologic Prediction Service
Webpage. As a result of the rain event, several impacts outside the limits of work were identified during site visits conducted on June 10, 2019 and June 11,
2019, including:
- Migration of sediment into the future Phase 3B Area (permitted for future impact),
- Scouring of the two (2) forebay embankments within Sedimentation Basin SB-8, and
- Scouring of the outlet protection downstream of the Sedimentation Basin SB-8 Outfall.
To mitigate these impacts BJC shall (1) install a rock dam below the sediment deposition, (2) rebuild the forebay with riprap and (3) repair the SB-8 outlet
protection.
Attachments:
Sheet 3, Drawing S2 - Redlined to show location of additional work
Figure 1 - Sketch of the SB-8 Outlet Protection Repair
Figure 2 - Sketch of SB-8 Forebay Embankment Repair
NCDEQ Standard for Rock Dams
Baxter Johnson Contracting, Inc.
Baxter Johnson
PO Box 27257
Raleigh, NC 27611
Attention:
You are hereby directed to promptly execute this Field Order for minor changes in the Work without changes in Contract Sum or Contract Time. If you consider
that a change in Contract Sum or Contract Time is required, please submit your itemized proposal to Smith Gardner, Inc. immediately and before proceeding
with this work. If your proposal is found to be acceptable and in proper order, the Field Order will, in that event, be superseded by a Change Order.
Phase 3A Construction
WI High Point C&D Landfill
Solid Waste Permit No. 41-16
WI High Point Landfill, LLC
DocuSign Envelope ID: 9425648D-691E-4596-8F03-035322ABD532DocuSign Envelope ID: C654BF16-CBD6-4CE9-A5F2-F17E93454132DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
PROJECT TITLE:
DRAWING TITLE:
REV.DATE DESCRIPTION
DESIGNED:
DRAWN:
APPROVED:
PROJECT NO:
SCALE:
FILENAME:
PREPARED BY:
PREPARED FOR:
SHEET NUMBER:DRAWING NUMBER:
DATE:G:\CAD\WCA High Point\WIHIGHPOINT 19-1\construction Issue\sheets\WI-D1347.dwg - 4/3/2019 9:33 AMSEAL
SEAL
SMITH
GARDNER
ENGINEERS
+
Electronic files are instruments of service provided by Smith
Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2019 Smith Gardner, Inc.
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. F-1370 (ENGINEERING)
919.828.0577
1526 Richland St., Columbia SC 29201
SC COA NO. C01488

WI HIGH POINT
LANDFILL, LLC

HIGH POINT C&D LANDFILL
PHASE 3A
CONSTRUCTION DRAWINGS

PHASE 3A SUBGRADE
GRADING AND DRAINAGE PLAN

W.M.B.
C.T.J.
WIHIGHPOINT 179-1
AS SHOWN
JAN. 2019
WI-D1347
3 S2
1 4/19 ISSUED FOR
  CONSTRUCTION

Know what's below.
before you dig.Call
R
CONSTRUCTION
ISSUED FOR
DocuSign Envelope ID: C87FB5DA-0F77-496C-AE33-D4215302F1BB
5/1/2019
REPAIR SCOURED FOREBAY
(SEE SKETCH)
REPAIR RIPRAP OUTLET
PROTECTION - USING CLASS I
RIPRAP PROTECTION (SEE SKETCH
FOR REPAIR)
INSTALL ROCK DAM
DOWNSTREAM OF SEDIMENT
DEPOSITION
REFERENCE NCDEQ
STANDARD SPECIFICATIONS
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DocuSign Envelope ID: 9425648D-691E-4596-8F03-035322ABD532DocuSign Envelope ID: C654BF16-CBD6-4CE9-A5F2-F17E93454132DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
DocuSign Envelope ID: 9425648D-691E-4596-8F03-035322ABD532DocuSign Envelope ID: C654BF16-CBD6-4CE9-A5F2-F17E93454132DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
DocuSign Envelope ID: 9425648D-691E-4596-8F03-035322ABD532DocuSign Envelope ID: C654BF16-CBD6-4CE9-A5F2-F17E93454132DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
Practice Standards and Specifications
Definition A rock embankment located to capture sediment in a naturally formed drainage 
feature. 
Purpose To trap sediment on the construction site, and prevent off-site sedimentation in 
streams, lakes, and drainageways.
Conditions Where
Practice Applies
The rock dam may be used in drainage areas too large for the use of a temporary 
sediment trap.  The height of the dam is limited to 8 feet, and drainage area 
should be no larger than 10 acres.
The rock dam is preferred where a stable, earthen embankment would be 
difficult to construct, and riprap and gravel are readily available.  The site 
must be accessible for periodic sediment removal.
A rock dam should not be located in a intermittent or perennial stream.
Planning
Considerations
A sediment basin formed by a rock embankment is used primarily where it is 
desirable to have the top of the structure serve as the overflow outlet and where 
suitable rock is readily available.  A long weir crest is designed to keep flow 
depth shallow and discharge velocities low.  The inside face of the rock dam 
must be covered with gravel to reduce the rate of seepage through the dam so 
that a sediment pool will form during runoff events.  The pool should drain 
slowly through the gravel.
The abutments of the rock dam must be higher than the top of the dam to 
prevent any water from flowing against the soil.  Suitable filter fabric should 
be placed between the rock structure and its soil base and abutments.  This 
practice prevents “piping” or soil movement in the foundation and abutments.  
Rock should extend downstream from the toe of the dam, on zero grade, and a 
sufficient distance to stabilize flow and prevent erosion.
For other planning considerations see Practice 6.61, Sediment Basin.
Design Criteria Summary:
Primary Spillway:                        
Maximum Drainage Area: 
Minimum Sediment Storage 
Volume:                       
Minimum Surface Area:              
Minimum L/W Ratio:                  
Minimum Depth:                         
Maximum Height:                       
Dewatering Mechanism               
Minimum Dewatering Time:       
Baffles Required:                         
Temporary Rock Dam
Stone Spillway
10 acres
3600 cubic feet per acre of disturbed area
435 square feet per cfs of Q10 peak inflow
2:1
3.5 feet, 1.5 feet excavated below grade
Weir elevation 6 feet above grade
Stone Spillway
N/A
3
Design basin life—3 years or less.
Dam height—limited to 8 feet.
6.63 sediment Basin WitH rock dam
6.63.1Rev. 5/13
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6
Basin locations—select areas that:
• provide a large surface area to trap sediment;
• intercept runoff from disturbed areas;
• are accessible for periodic sediment removal; and
• interfere minimally with construction activities.
Basin volume—The volume of the basin should be at least 3600 cubic feet 
per acre based on disturbed area draining into the basin, and measured 1 foot 
below the spillway crest.  A sediment cleanout elevation, where the sediment 
pool is 50% full, should be marked in the field with a permanent stake.
Trap efficiency—The following design elements must be provided for 
adequate trapping efficiency:
• provide a surface area of 0.01 acres (435 square feet) per cfs based on the 
area draining to the rock dam.
• locate sediment inflow to the basin away from the dam to prevent short 
circuits from inlets to the outlet;
• provide porous baffles (Practice 6.65, Porous Baffles); and
• excavate 1.5 feet of the depth of the basin below grade, and a minimum 
of 2 feet above grade.
Spillway capacity—The spillway should carry peak runoff for a 10-year 
storm with maximum flow depth of 6 inches and a minimum freeboard of 1 
foot.  The top of the rock embankment may serve as the spillway.
Embankment—
  Top width— 5 feet minimum
Side Slopes— Maximum: 2:1 upstream slope
  3:1 downstream slope
Rock abutments should extend to an elevation at least 2 feet above the spillway.  
Abutments should be 2 feet thick with 2:1 side slopes.  The rock abutments 
should extend down the downstream face of the dam to the toe, at least 1 foot 
higher than the rest of the dam to protect the earth abutments from scour.
Outlet protection—A rock apron, at least 1.5 feet thick, should extend 
downstream from the toe of the dam on zero grade.  A sufficient distance or 
a distance equal to the height of the dam (whichever is greater) is needed to 
prevent channel erosion.
Rock fill—Rock should be well graded, hard, erosion resistant stone with a 
minimum d50 size of 12 inches.  Typically, a rock dam should be constructed of 
a downstream layer of Class II riprap providing 3 feet of the crest width and an 
upstream layer of Class I riprap providing 2 feet of the crest width. 
Protection from “piping”—To prevent soil movement and piping under the 
dam, the entire foundation including both earth abutments must be covered 
by filter fabric.  Overlap 1 foot at all joints, with the upstream strip over the 
downstream strip.
Basin dewatering—The entire upstream face of the rock structure should be 
covered with fine gravel (NC DOT #57 or #5 washed stone) a minimum of 1 
foot thick to reduce the drainage rate.
6.63.2 Rev. 6/06
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Practice Standards and Specifications
Construction
Specifications
1. Clear the areas under the embankment and strip of roots and other 
objectionable material.  Delay cleaning the reservoir area until the dam is in 
place.
2. Cover the foundation area including the abutments with extra-strength filter 
fabric before backfilling with rock.  If a cutoff trench is required, excavate at 
center line of dam, extending all the way up the earth abutments.  Apply filter 
fabric under the rockfill embankment from the upstream edge of the dam to 
the downstream edge of the apron.  Overlap fill material a minimum of 1 foot 
at all joints, with the upstream strip laid over the downstream strip.
3. Construct the embankment with well-graded rock and gravel to the size 
and dimensions shown on the drawings.  It is important that rock abutments 
be at least 2 feet higher than the spillway crest and at least 1 foot higher than 
the dam, all the way to the downstream toe, to prevent scour and erosion at the 
abutments.
Figure 6.63a Rock Dam cross section
Rev. 6/06 6.63.3
Class I and II Riprap
1’ min. NC DOT #5 or #57 washed stone
5’
2’2:13:
1
Rock Abutment
Weir Elevation
Min. 1.5’ thick Rock Apron
Filter Fabric
Cut-off Trench
6’
Cross-Section View
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6
4. Sediment-laden water from the construction site should be diverted into 
the basin reservoir at the furthest area from the dam.
5. Construct the rock dam before the basin area is cleared to minimize 
sediment yield from construction of the basin.  Immediately stabilize all 
areas disturbed during the construction of the dam except the sediment pool   
(References: Surface Stabilization).
6. Safety—Sediment basins should be considered dangerous because they 
attract children.  Steep side slopes should be avoided.  Fences with warning 
signs may be needed if trespassing is likely.  All state and local requirements 
must be followed.
6.63.4 Rev. 6/06
Natural Ground
Level apron
Gravel facing
Spillway crest
Rock Abutment
5’ min
Flow
1
2’ min
2
Slope foundation
Filter fabric
Spillway
2’ min2:1Top of rock abutment
Spillway Details
Figure 6.63b Rock Dam plan view and
spillway details
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Maintenance Check sediment basins after each rainfall.  Remove sediment and restore original 
volume when sediment accumulates to about one-half the design volume.  
Sediment should be placed above the basin and adequately stabilized.  
Check the structure for erosion, piping, and rock displacement weekly and 
after each significant (½ inch or greater) rainstorm and repair immediately.
Remove the structure and any unstable sediment immediately after the 
construction site has been permanently stabilized.  Smooth the basin site to 
blend with the surrounding area and stabilize.  All water and sediment should 
be removed from the basin prior to dam removal.  Sediment should be placed 
in designated disposal areas and not allowed to flow into streams or drainage 
ways during structure removal.
References Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
Sediment Traps and Barriers
6.61, Sediment Basins
6.65, Porous Baffles
North Carolina Department of Transportation
Standard Specifications for Roads and Structures
Rev. 6/06 6.63.5
Practice Standards and Specifications
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Design Clarification No.1
Project:Regulatory Review Required (Y/N):Y
*If Yes, see below.
Owner:
Contractor:
ATTN:
Comments:
Regulatory Agency:
ATTN:
By:
Title:
Date:
Distribution:Owner Contractor Field File Regulatory Agency
Attachments:
NCDEQ
Mr. Ming Tai Chao, PE
Discussions were held during the June 12, 2019 Construction Progress Meeting to extend the underdrain through Phase 3A.
Reference Record Drawings and Final Survey As-Built dated August 13, 2019.
Description of Clarification(s):
The following documents were added/revised for the WI High Point C&D Landfill Phase 3 Construction Drawings
- Sheet 4, Drawing X1 (Rev. June 2019), which revises the length and cross-section of the proposed underdrain.
As shown, the underdrain extends beyond the limits of the original underdrain; and provides a reduced underdrain cross-section based upon observed flow since the area was cleared and
grubbed and stripped of topsoil.
X
Underdrain Analysis Calculations
Raleigh, NC 27611
Baxter Johnson Contracting, Inc.
X X X
Reason for Clarification(s):
Construction water was identified following clearing and grubbing and stripping of topsoil. The source of the water was determined to be primarily the result of saturated soils within the
temporary sediment basin northeast of Phase 3A. As a result, the proposed underdrain system was extend ended northeast to the source and designed to convey the observed flow.
Following underdrain installation, the in-situ soils drained and the saturated conditions were mitigated, which allowed construction to continue. Drainage from the existing temporary
sediment basin was also diverted from Phase 3A and into a perimeter channel that directed the water to Sediment Basin SB-8.
WI High Point C&D Landfill Phase 3A Construction Drawings
WI High Point C&D Landfill - Solid Waste Permit No. 41-16
Reference(s):
Phase 3A Construction
WI High Point C&D Landfill
Solid Waste Permit No. 41-16
WI High Point Landfill, LLC
Baxter Johnson
PO Box 27257
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SMITH GARDNER, INC.WI High Point Underdrain Analysis.xls
ADDRESS TEL WEB
PROJECT SHEET 1 OF 1 DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCE:
ASSUMPTIONS:1. A GCL was installed above the underdrain, therefore vertical infiltration can be neglected.
ANALYSIS:
1. Determine existing flow.
Hydraulic gradient (i):0.04 ft/ft
Observed Flow Min (Q):0.0085 cfs
Observed Flow Max (Q):0.0157 cfs
2. Determine flow through underdrain (No. 57 Stone)
Hydraulic gradient (i):0.04 ft/ft
Stone Hydraulic Conductivity (K):12 cm/sec
Stone Hydraulic Conductivity (K):0.39 ft/sec
Cross-Sectional Area Min (A):8.4 sf (Min Cross-Sectional Area - 1.4' x 6.0')
Cross-Sectional Area Max (A):15 sf (Max Cross-Sectional Area - 2.5' x 6.0')
Underdrain Capacity Min(Q):0.13 ft3/sec
Underdrain Capacity Max(Q):0.24 ft3/sec
Based on the Observed Flow the Constructed Underdrain Provides a Factor of Safety (FS) between:
FS:8.4 and 27.8
Based on field investigations and laboratory analyses provide final calculations for the constructed
underdrain alignment and cross-section within Phase 3A to handle residual stream flow and maintain
groundwater separation.
WMB
Underdrain Analysis WIHIGHPOINT-19-1 JRF
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
WI High Point C&D Landfill 8/9/2019
(Reference Appendix G1 - Drainage Aggregate
Laboratory Test Results
(Slope of Drainage Feature Requiring an Underdrain, Phase 3A
Existing Conditions Drawing S1)
(Reference Attachment A)
(Slope of Drainage Feature Requiring an Underdrain, Phase 3A
Existing Conditions Drawing S1)
1. Design Hydrogeologic Report - WI High Point C&D Landfill, Prepared by Smith Gardner, Inc., dated May
2016.
2. Based on field observations, following stripping, flow within the drainage feature was estimated to be 2-inch wide.
As a result, the flow rate was modeled as a 2" Diam Pipe flowing 1/2 full to full.
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SMITH GARDNER, INC.Circular Pipe 1 Underdrain Flow Estimate.xls
Attachment - A
Flow Through Circular Pipe
Diameter of pipe, D=2 inches
Longitudinal Slope, So=0.04 ft/ft
Manning's n=0.05
Density of flowing liquid, rho=1.94 slugs/ft^3
Theta Theta Depth Area Wetted Hydraulic Average Discharge Force*
of Flow of Flow Perimeter Radius Velocity
y A P R V Q=A*V F
radians degrees inches ft^2 ft ft ft/s cfs lbf
0.00 0 0.0 0.000 0.00 0.0 0.0000 0.0
0.25 14 0.0 0.000 0.02 0.00 0.0 0.0000 0.0
0.50 29 0.0 0.000 0.04 0.00 0.1 0.0000 0.0
0.75 43 0.1 0.000 0.06 0.00 0.1 0.0000 0.0
1.00 57 0.1 0.001 0.08 0.01 0.2 0.0001 0.0
1.25 72 0.2 0.001 0.10 0.01 0.3 0.0003 0.0
1.50 86 0.3 0.002 0.13 0.01 0.3 0.0006 0.0
1.75 100 0.4 0.003 0.15 0.02 0.4 0.0011 0.0
2.00 115 0.5 0.004 0.17 0.02 0.5 0.0018 0.0
2.25 129 0.6 0.005 0.19 0.03 0.5 0.0028 0.0
2.50 143 0.7 0.007 0.21 0.03 0.6 0.0039 0.0
2.75 158 0.8 0.008 0.23 0.04 0.6 0.0053 0.0
3.00 172 0.9 0.010 0.25 0.04 0.7 0.0069 0.0
3.25 186 1.1 0.012 0.27 0.04 0.7 0.0085 0.0
3.50 201 1.2 0.013 0.29 0.05 0.8 0.0102 0.0
3.75 215 1.3 0.015 0.31 0.05 0.8 0.0118 0.0
4.00 229 1.4 0.017 0.33 0.05 0.8 0.0133 0.0
4.25 244 1.5 0.018 0.35 0.05 0.8 0.0145 0.0
4.50 258 1.6 0.019 0.38 0.05 0.8 0.0155 0.0
4.75 272 1.7 0.020 0.40 0.05 0.8 0.0162 0.0
5.00 286 1.8 0.021 0.42 0.05 0.8 0.0166 0.0
5.25 301 1.9 0.021 0.44 0.05 0.8 0.0168 0.0
5.50 315 1.9 0.022 0.46 0.05 0.8 0.0167 0.0
5.75 329 2.0 0.022 0.48 0.05 0.8 0.0165 0.0
6.00 344 2.0 0.022 0.50 0.04 0.7 0.0161 0.0
6.25 358 2.0 0.022 0.52 0.04 0.7 0.0157 0.0
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Appendix C
Photographic Log

Construction Quality Assurance Report
High Point C&D Landfill
Phase 3A Construction
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Appendix D
CQA Meeting Minutes
Construction Quality Assurance Report
High Point C&D Landfill
Phase 3A Construction
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Appendix E
Piezometer Abandonment

Construction Quality Assurance Report
High Point C&D Landfill
Phase 3A Construction
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Appendix F
Subgrade Inspection

Construction Quality Assurance Report
High Point C&D Landfill
Phase 3A Construction
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Appendix G
Underdrain CQA Data
Construction Quality Assurance Report
Phase 3A Construction
WI High Point C&D Landfill
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Appendix G1
Drainage Aggregate CQA Test Results
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2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
RIGID WALL CONSTANT HEAD PERMEABILITY
ASTM D 2434-68(2006)/ T 215-14
Client:Smith + Gardner, Inc. Boring No.:#57 Stone
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-006 Sample No.: S-1
Lab ID: 2019-161-006-001 Visual: Gray/White Crushed
Granite some Wood
Unit Weight Water Content Chips
Weight of Wet Material (g):13311 Tare Number: 573
Average Length (in): 12.0 Weight of Tare & Wet Material (g): 494.97
Permeameter Diameter (in): 7.5 Weight of Tare & Dry Material (g):494.64
Sample Volume (cm3):8687.5 Weight of Tare (g): 82.12
Unit Dry Weight (g/cm3):1.53 Weight of Water (g): 0.33
Unit Dry Weight (pcf): 95.5 Weight of Dry Material (g): 412.52
Test 1 Test 2 Test 3
Piezometer Spacing (in): 8 8 8 Water Content (%): 0.1
Temperature (o C):22.9 22.9 22.9 (Measured)
Temp. Correction Factor:0.9333 0.9333 0.9333
Load (psf): NA
Test Replicate Head Gradient Elapsed Collection Collected Permeability Average
No. No. Time Tube Volume 20o C Permeability
(in) (in/in) (sec) (divisions)(cm3)(cm/s) (cm/s)
1 1 0.68 0.08 32.72 10 14441 1.7E+01
1 2 0.68 0.08 33.22 10 14441 1.7E+01 1.7E+01
1 3 0.68 0.08 33.12 10 14441 1.7E+01
2 1 1.13 0.14 24.65 10 14441 1.4E+01
2 2 1.13 0.14 25.91 10 14441 1.3E+01 1.3E+01
2 3 1.13 0.14 25.03 10 14441 1.3E+01
3 1 1.43 0.18 21.66 10 14441 1.2E+01
3 2 1.43 0.18 21.94 10 14441 1.2E+01 1.2E+01
3 3 1.43 0.18 21.72 10 14441 1.2E+01
Tested By DB Date 6/26/19 Checked By KC Date 6/27/19
page 1 of 1 DCN: CT-S35 DATE: 4/18/18 REVISION: 7e
1.0E+00
1.0E+01
1.0E+02
0.05 0.07 0.09 0.11 0.13 0.15 0.17 0.19Permeability (cm/sec)Gradient (in/in)
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2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
WASH SIEVE ANALYSIS OF AGGREGATES
ASTM C117-17 / C136-14
Client: Smith + Gardner, Inc. Boring No.: #57 Stone
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: R-2019-161-006 Sample No.: S-1
Lab ID: R-2019-161-006-001 Color: Gray
USCS gravel sand silt and clay fraction
USCS Symbol:D60 = 14.63
gp, ASSUMED
D30 = 11.09 CC = 1.23
Fineness Modulus:
6.80 D10 = 6.85 CU = 2.14
USCS Classification:
POORLY GRADED GRAVEL
Tested By PW Date 6/24/19 GEM Date 6/24/19
page 1 of 2 DCN: CT-S42A4 DATE: 8/11/17 REVISION: 2e
0
Checked By
0
10
20
30
40
50
60
70
80
90
100
0.010.11101001000Percent Finer By WeightGrain Diameter (mm)
6 4 3 2½ 2 1½ 1 ¾ ½ 3/8" #4 #8 #16 #30 #50 #100 #200
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2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

WASH SIEVE ANALYSIS OF AGGREGATES
ASTM C117-17 / C136-14
Client: Smith + Gardner, Inc. Boring No.: #57 Stone
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: R-2019-161-006 Sample No.: S-1
Lab ID: R-2019-161-006-001 Color: Gray
Washed using Wetting Agent: No
Tare No.: B-39 Weight of Dry Sample (g): 6983.00
Wt. of Tare & Dry Sample (Pre-Wash), (g): 7531.90 Weight of + #200 Sample (g): 6924.43
Weight of Tare & Dry,Washed Sample (g): 7492.60 Weight of - #200 Sample (g):55.87
Weight of Tare (g):548.90
Weight of Dry,Washed Sample (g): 6943.70 % Passing #200 Sieve by Washing (%): 0.6
Total Weight Retained After Sieving (g): 6941.00
The % Difference in Weight of the Dry,Washed Sample vs the Total Weight Retained After Sieving (%): 0.0
(% Difference must not be more than 0.3)
Sieve Sieve Weight Percent Accumulated Percent
Opening Retained Retained Percent Retained Finer
(mm)(g) (%)(%)(%)
6" 150 0.00 0 0 100
4" 100 0.00 0 0 100
3" 75 0.00 0 0 100
2 1/2" 63 0.00 0 0 100
2" 50 0.00 0 0 100
1 1/2" 37.50 0.00 0 0 100
1" 25.00 0.00 0 0 100
3/4" 19.00 653.00 9 9 91
1/2" 12.50 3429.50 49 58 42
3/8" 9.50 1846.90 26 85 15
#4 4.75 753.90 11 96 4
#8 2.36 109.52 2 97 3
#16 1.18 34.70 0 98 2
#30 0.60 18.38 0 98 2
#50 0.30 20.77 0 98 2
#100 0.15 25.26 0 99 1
#200 0.075 32.50 0.5 99.2 0.8
Pan -16.57 0 99 -
Tested By PW Date 6/24/19 GEM Date 6/24/19
page 2 of 2 DCN: CT-S42A4 DATE: 8/11/17 REVISION: 2e 0
Checked By
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544 Braddock Avenue • East Pittsburgh, PA 15112 • Phone [phone] • Fax [phone] • www.geotechnics.net

CARBONATE CONTENT
ASTM D 3042-09
Client:Smith + Gardner, Inc.Boring No.: NA
Client Reference: Kersey Valley MSWLF PH V Depth (ft):NA
Project No.: 2015-630-09 Sample No.: NO. 78 Stone
Lab ID:2015-630-09-01
Visual Description: Gray Stone
Washed and Dried Specimen (+ #200 Material), Total % Carbonate only
Tare No. 67
Weight of Tare (g)199.68
Weight of Washed, Dry Sample & Tare Before Acid Wash (g) 872.23
Weight of Washed, Dry Sample & Tare After Acid Wash (g)870.04
Weight of Dry Sample Before Acid Wash (g)672.55
Weight of Dry Sample After Acid Wash (g)670.36
Carbonate Content 0.3%
Tested By KBL Date 5/6/15 Checked By TRE Date 5/7/15
DCN: CT-S47 DATE :5/1/13 REVISION: 2
\\GEOSERVER\Data Drive\2015 GEOTECHNICAL PROJECTS\SMITH+GARDNER\2015-630-09 Kersey Valley\[2015-630-09-01 carbonate.XLS]Sheet1
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Appendix G2
Geotextile Product Submittals
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365 South Holland Drive Tel [phone] Fax [phone]
Pendergrass, GA 30567 Tel [phone] www.tencate.com

FGS000361
ETQR89
TENCATE GEOSYNTHETICS
Americas

Testing Lab 1291.01 & 1291.02 GAI-LAP-25-97

Mirafi® 160N is a needlepunched nonwoven geotextile composed of polypropylene fibers,
which are formed into a stable network such that the fibers retain their relative position.
Mirafi® 160N is inert to biological degradation and resists naturally encountered
chemicals, alkalis, and acids. Mirafi® 160N meets AASHTO M288-06 Class 2 for
Elongation > 50%.

TenCate Geosynthetics Americas Laboratories are accredited by a2La (The American
Association for Laboratory Accreditation) and Geosynthetic Accreditation Institute –
Laboratory Accreditation Program (GAI-LAP). NTPEP Listed
Mechanical Properties Test Method Unit
Minimum Average
Roll Value
MD CD
Grab Tensile Strength ASTM D4632 lbs (N) 160 (712) 160 (712)
Grab Tensile Elongation ASTM D4632 % 50 50
Trapezoid Tear Strength ASTM D4533 lbs (N) 60 (267) 60 (267)
CBR Puncture Strength ASTM D6241 lbs (N) 410 (1825)
Maximum Opening Size
Apparent Opening Size (AOS) ASTM D4751 U.S. Sieve (mm) 70 (0.212)
Minimum Roll Value
Permittivity ASTM D4491 sec-1 1.5
Flow Rate ASTM D4491 gal/min/ft2 (l/min/m2)110 (4481)
Minimum Test Value
UV Resistance (at 500 hours) ASTM D4355 % strength retained 70

Physical Properties Unit Roll Size
Roll Dimensions (width x length) ft (m) 15 x 300 (4.5 x 91)
Roll Area yd2 (m2) 500 (418)

Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate
disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to
merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information
furnished herewith. This document should not be construed as engineering advice.

Mirafi® is a registered trademark of Nicolon Corporation. Copyright © 2015 Nicolon Corporation. All Rights Reserved.

Mirafi® 160N
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Appendix G3
GCL Product Submittals and MQC Data
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PRODUCT DATA SHEET
AT THE CORE:
This composite clay liner is
intended for moderate to
steep slopes and moderate
to high load applications
where increased internal
shear strength is required.
GSE BentoLiner NSL Geosynthetic Clay Liner
GSE BentoLiner “NSL” is a needle-punched reinforced composite geosynthetic clay liner
(GCL) comprised of a uniform layer of granular sodium bentonite encapsulated between
a woven and a nonwoven geotextile. The product is intended for moderate to steep
slopes and moderate to high load applications where increased internal shear strength is
required.
Product Specifications
Tested Property Test Method Frequency Value
Geotextile Property
Cap Nonwoven, Mass/Unit Area ASTM D 5261 1/200,000 ft2 6.0 oz/yd2 MARV(1)
Carrier Woven, Mass/Unit Area ASTM D 5261 1/200,000 ft2 3.1 oz/yd2 MARV
Bentonite Property
Swell Index ASTM D 5890 1/100,000 lb 24 ml/2 g min
Moisture Content ASTM D 4643 1/100,000 lb 12% max
Fluid Loss ASTM D 5891 1/100,000 lb 18 ml max
Finished GCL Property
Bentonite, Mass/Unit Area(2)ASTM D 5993 1/40,000 ft2 0.75 lb/ft2 MARV
Tensile Strength(3)ASTM D 6768 1/40,000 ft2 30 lb/in MARV
Peel Strength ASTM D 6496 ASTM D 4632(4)
1/40,000 ft2 3.5 lb/in MARV 21 lb MARV
Hydraulic Conductivity(5)ASTM D 5887 1/Week 5 x 10-9 cm/sec max
Index Flux(5)ASTM D 5887 1/Week 1 x 10-8 m3/m2/sec max
Internal Shear Strength(6)ASTM D 6243 Periodically 500 psf Typical
TYPICAL ROLL DIMENSIONS
Width x Length(7)Typical Every Roll 15.5 ft x 150 ft
Area per Roll Typical Every Roll 2,325 ft2
Packaged Weight Typical Every Roll 2,600 lb
NOTES:
• (1)Minimum Average Roll Value.
• (2)At 0% moisture content.
• (3)Tested in machine direction.
• (4)Modified ASTM D 4632 to use a 4 in wide grip. The maximum peak of five specimens averaged in machine direction.
• (5)Deaired, deionized water @ 5 psi maximum effective confining stress and 2 psi head pressure.
• (6)Typical peak value for specimen hydrated for 24 hours and sheared under a 200 psf normal stress.
• (7)Roll widths and lengths have a tolerance of ±1%.
GSE is a leading manufacturer and marketer of geosynthetic lining products and services. We’ve
built a reputation of reliability through our dedication to providing consistency of product, price
and protection to our global customers.
Our commitment to innovation, our focus on quality and our industry expertise allow
us the flexibility to collaborate with our clients to develop a custom, purpose-fit solution.
For more information on this product and others, please visit us at
GSEworld.com, call 800.435.2008 or contact your local sales office.
This Information is provided for reference purposes only and is not intended as a warranty or guarantee. GSE assumes no liability in connection with the use of this Information. Specifications subject to change without notice. GSE and other trademarks in this document are registered trademarks of GSE Lining Technology, LLC in the United States and certain foreign countries. REV 13JUN2012
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GSE Environmental, LLC
ROLL TEST DATA REPORT ®ENVIRONMENTAL'"
Sales Order No. Customer Name Project Location
Chesapeake Containment Systems, Inc.
Statesville NC US
ASTM ASTM ASTM ASTM 06'63 ASTM �=,� ASTM Roll Number 04632 Gtab CMG3lPeel T ...... 06496 P"I ASTM 02216 ASlM Strength s1c�r St(�;fn S(:'8tll -0'¾ MoishKfl 05890 Frot Mofs!Ufe 05891 Auld (lbs) (lbs/sf) Swel (nif29) ConlenlC%) loM(ml}
502296981 141 36 36.4 6.8 0.85 32.0 11.3 14.4
502296982 141 36 36.4 6.8 0.85 32.0 11.3 14.4
502296996 162 46 47.3 9.5 0.82 32.0 11.7 14.4
502296997 162 46 47.3 9.5 0.82 32.0 11.7 14.4
502296998 162 46 47.3 9.5 0.82 32.0 11.7 14.4
502296999 162 46 47.3 9.5 0.82 32.0 11.7 14.4
502297009 156 66 52.4 14.0 0.81 33.5 10.2 12.6
502297010 156 66 52.4 14.0 0.81 33.5 10.2 12.6
502297011 156 66 52.4 14.0 0.81 33.5 10.2 12.6
502297144 183 57 61.9 12.0 0.83 35.5 9.9 13.4
502297145 183 57 61.9 12.0 0.83 35.5 9.9 13.4
502297146 136 53 48.3 12.0 0.83 35.0 10.0 13.4
502297147 136 53 48.3 12.0 0.83 35.0 10.0 13.4
502297148 136 53 48.3 12.0 0.83 35.0 10.0 13.4
502297149 136 53 48.3 12.0 0.83 35.0 10.0 13.4
502297150 136 53 48,3 12.0 0.83 35.0 10.0 13.4
502297151 136 53 48.3 12.0 0.83 35.0 10.0 13.4
502297152 136 53 48.3 12.0 0.83 35.0 10.0 13.4
Laboratory Manager //�--�---�------ _ ---..,,c-,,.'--�-+-----''---------------
This test report shall not bo reproduced, except In full. without written approval of the laboratory. 19103 Gundle Road Houston. TX 77073
Product Name
BLl-075-06N-03S-D-30
Page 1 of 1
BOL Number
BL-0107269
GSE-8.2.4-029 Rev01 - -02110
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Appendix H
Earthwork CQA Data
Construction Quality Assurance Report
Phase 3A Construction
WI High Point C&D Landfill
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Appendix H1
CQA Test Results – Control Tests
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SMITH GARDNER, INC.Control Tests HighPoint_C&D_ Ph3A Structural Fill Summary.xls
Project Name: WI High Point C&D Landfill Phase 3A Construction
Project Number: WIHIGHPOINT-19-1
Contractor: Baxter Johnson Construction Co., Inc.
Grain Size Analysis (ASTM D 6913) Test Results:
Test +3"Pass #4 Pass #200 Gravel Sand Silt/Clay USCS
Number (%)(%)(%)(%)(%)(%)Classification
S-1 100.0 96.3 25.5 3.7 70.8 25.5 CL
S-2 100.0 99.7 39.8 0.3 59.9 39.8 CL
S-3 100.0 99.7 22.5 0.3 77.2 22.5 CL
S-4 100.0 99.6 62.0 0.4 37.6 62.0 ML
SF-5 100.0 99.4 62.1 0.6 37.3 62.1 ML
SF-6 100.0 98.9 42.9 1.1 56.0 42.9 ML
Atterberg Limits (ASTM D 4318) Test Results:
Plasticity
Test Liquid Limit Plastic Limit Index USCS
Number (%)(%)(%)Classification
S-1 29 18 11 CL
S-2 35 19 16 CL
S-3 29 17 12 CL
S-4 45 32 13 ML
SF-5 48 32 16 ML
SF-6 43 30 13 ML
Moisture-Density Relationship (ASTM D 698) Test Results:
Optimum Maximum
Test Water Content Dry Density
Number (%)(pcf)
SF-1 15.8 107.2
SF-2 16.6 103.8
SF-3 11.5 118.9
S-1 14.2 114.2
S-2 16.8 108.9
S-3 13.6 115.9
S-4 18.1 98.8 Number of Tests Performed:
SF-5 19.7 96.0 Grain Size Analysis:6
SF-6 16.4 108.4 Atterberg Limits:6
Moisture Density Relationship:9
STRUCTURAL FILL
CONTROL TEST SUMMARY
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MOISTURE DENSITY RELATIONSHIP
ASTM D 698-12e2
Client:Smith + Gardner, Inc.Boring No.: NA
Client Reference: WI High Point C&D LF - Ph. 3 Depth (ft):NA
Project No.:R-2017-729-001 Sample No.: SF-1
Lab ID:R-2017-729-001-001 Test Method STANDARD
Visual Description: BROWN SANDY SILT WITH ORGANICS
Optimum Water Content 15.8
Maximum Dry Density 107.2
Tested By APG Date 6/2/17 Checked By GEM Date 6/5/17
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90
95
100
105
110
115
0 5 10 15 20 25 30Density (pcf)Water Content (%)
Specific Gravity 2.70Assumed
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MOISTURE - DENSITY RELATIONSHIP
ASTM D 698-12e2
Client:Smith + Gardner, Inc.Boring No.: NA
Client Reference: WI High Point C&D LF - Ph. 3 Depth (ft):NA
Project No.:R-2017-729-001 Sample No.: SF-1
Lab ID:R-2017-729-001-001
Visual Description: BROWN SANDY SILT WITH ORGANICS
Total Weight of the Sample (g)29550 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" 0 Machine ID R 174
Percent Retained on 3/8" NA Mold ID R 552
Percent Retained on #4 0 Mold diameter 4"
Oversize Material Not included Weight of the Mold (g)4249
Procedure Used A Volume of the Mold (cm3)943
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g)5969 6048 6108 6137 6106
Wt.of Mold (g)4249 4249 4249 4249 4249
Wt. of Wet Sample (g)1720 1799 1859 1888 1857
Mold Volume (cm3)943 943 943 943 943
Moisture Content / Density
Tare Number 828 815 823 819 215
Wt. of Tare & Wet Sample (g)535.80 484.10 579.60 578.60 569.60
Wt. of Tare & Dry Sample (g)501.25 447.20 521.80 512.40 501.60
Wt. of Tare (g)133.90 138.00 131.50 129.00 172.30
Wt. of Water (g)34.55 36.90 57.80 66.20 68.00
Wt. of Dry Sample (g)367.35 309.20 390.30 383.40 329.30
Wet Density (g/cm3)1.82 1.91 1.97 2.00 1.97
Wet Density (pcf)113.8 119.0 123.0 124.9 122.9
Moisture Content (%) 9.4 11.9 14.8 17.3 20.6
Dry Density (pcf) 104.0 106.3 107.1 106.5 101.9
Zero Air Voids
Moisture Content (%)19.5 22.0 26.0
Dry Unit Weight (pcf)110.4 105.7 99.0
Tested By APG Date 6/2/17 Checked By GEM Date 6/5/17
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MOISTURE DENSITY RELATIONSHIP
ASTM D 698-12e2
Client:Smith + Gardner, Inc.Boring No.: NA
Client Reference: WI High Point C&D LF - Ph. 3 Depth (ft): NA
Project No.:R-2017-729-001 Sample No.: SF-2
Lab ID:R-2017-729-001-002 Test Method STANDARD
Visual Description: BROWN SANDY SILT WITH ORGANICS
Optimum Water Content 16.6
Maximum Dry Density 103.8
Tested By APG Date 5/30/17 Checked By GEM Date 5/31/17
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85
90
95
100
105
110
0 5 10 15 20 25 30Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
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2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D 698-12e2
Client:Smith + Gardner, Inc.Boring No.: NA
Client Reference: WI High Point C&D LF - Ph. 3 Depth (ft): NA
Project No.:R-2017-729-001 Sample No.: SF-2
Lab ID:R-2017-729-001-002
Visual Description: BROWN SANDY SILT WITH ORGANICS
Total Weight of the Sample (g) 24300 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" 0 Machine ID R 174
Percent Retained on 3/8" 0 Mold ID R 552
Percent Retained on #4 0 Mold diameter 4"
Oversize Material Not included Weight of the Mold (g)4250
Procedure Used B Volume of the Mold (cm3)943
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g)5906 5997 6078 6091 6039
Wt.of Mold (g)4250 4250 4250 4250 4250
Wt. of Wet Sample (g)1656 1747 1828 1841 1789
Mold Volume (cm3)943 943 943 943 943
Moisture Content / Density
Tare Number SS-4 SS-3 SS-9 SS-2 312
Wt. of Tare & Wet Sample (g)378.10 423.10 437.00 387.80 490.00
Wt. of Tare & Dry Sample (g)351.72 384.80 389.49 340.68 413.50
Wt. of Tare (g)98.90 100.10 101.20 100.10 84.00
Wt. of Water (g)26.38 38.30 47.51 47.12 76.50
Wt. of Dry Sample (g)252.82 284.70 288.29 240.58 329.50
Wet Density (g/cm3)1.76 1.85 1.94 1.95 1.90
Wet Density (pcf) 109.6 115.6 120.9 121.8 118.4
Moisture Content (%) 10.4 13.5 16.5 19.6 23.2
Dry Density (pcf) 99.2 101.9 103.8 101.8 96.1
Zero Air Voids
Moisture Content (%)22.0 24.0 29.0
Dry Unit Weight (pcf)105.7 102.2 94.5
Tested By APG Date 5/30/17 Checked By GEM Date 5/31/17
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls
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MOISTURE DENSITY RELATIONSHIP
ASTM D 698-12e2
Client:Smith + Gardner, Inc.Boring No.: NA
Client Reference: WI High Point C&D LF - Ph. 3 Depth (ft): NA
Project No.:R-2017-729-002 Sample No.: SF-3
Lab ID:R-2017-729-002-001 Test Method STANDARD
Visual Description: BROWN CLAYEY SAND
Optimum Water Content 11.5
Maximum Dry Density 118.9
Tested By APG Date 6/6/17 Checked By GEM Date 6/7/17
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls
100
105
110
115
120
0 5 10 15 20 25 30Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
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MOISTURE - DENSITY RELATIONSHIP
ASTM D 698-12e2
Client:Smith + Gardner, Inc.Boring No.: NA
Client Reference: WI High Point C&D LF - Ph. 3 Depth (ft): NA
Project No.:R-2017-729-002 Sample No.: SF-3
Lab ID:R-2017-729-002-001
Visual Description: BROWN CLAYEY SAND
Total Weight of the Sample (g) 28300 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" 1 Machine ID R 174
Percent Retained on 3/8" 0 Mold ID R 552
Percent Retained on #4 1 Mold diameter 4"
Oversize Material Not included Weight of the Mold (g)4250
Procedure Used A Volume of the Mold (cm3)943
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g)6057 6163 6253 6235 6169
Wt.of Mold (g)4250 4250 4250 4250 4250
Wt. of Wet Sample (g)1807 1913 2003 1985 1919
Mold Volume (cm3)943 943 943 943 943
Moisture Content / Density
Tare Number 399 398 318 307 312
Wt. of Tare & Wet Sample (g)602.80 595.20 736.10 681.30 660.00
Wt. of Tare & Dry Sample (g)569.83 552.67 669.02 612.12 577.88
Wt. of Tare (g)86.50 83.60 86.40 109.40 84.10
Wt. of Water (g)32.97 42.53 67.08 69.18 82.12
Wt. of Dry Sample (g)483.33 469.07 582.62 502.72 493.78
Wet Density (g/cm3)1.92 2.03 2.12 2.10 2.03
Wet Density (pcf) 119.6 126.5 132.5 131.3 126.9
Moisture Content (%) 6.8 9.1 11.5 13.8 16.6
Dry Density (pcf) 111.9 116.0 118.9 115.4 108.8
Zero Air Voids
Moisture Content (%)15.0 18.0 21.0
Dry Unit Weight (pcf)119.9 113.4 107.5
Tested By APG Date 6/6/17 Checked By GEM Date 6/7/17
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SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 1
Lab ID: 2019-161-005-001 Soil Color: Tan
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 3.72
#4 To #200 Sand 70.83
Finer Than #200 Silt & Clay 25.45
USCS Symbol:
SC, TESTED
USCS Classification:
CLAYEY SAND
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
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WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:Smith + Gardner Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 1
Lab ID:2019-161-005-001 Soil Color: Tan

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:924 Tare No.:NA
Wt. of Tare & Wet Sample (g):1143.10 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):1044.67 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):222.90 Weight of Tare (g):NA
Weight of Water (g):98.43 Weight of Water (g):NA
Weight of Dry Soil (g):821.77 Weight of Dry Soil (g):NA
Moisture Content (%):12.0 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):821.77
Dry Weight of - 3/4" Sample (g): 21026.5 Weight of Minus #200 Material (g):209.15
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):612.62
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 21026.5
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" 12.5 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 30.54 3.72 3.72 96.28 96.28
#10 2.00 69.23 8.42 12.14 87.86 87.86
#20 0.85 132.28 ( ** ) 16.10 28.24 71.76 71.76
#40 0.425 142.41 17.33 45.57 54.43 54.43
#60 0.250 100.85 12.27 57.84 42.16 42.16
#140 0.106 117.38 14.28 72.12 27.88 27.88
#200 0.075 19.93 2.43 74.55 25.45 25.45
Pan -209.15 25.45 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By AMS Date 6/19/19 Checked By GEM Date 6/20/19
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ATTERBERG LIMITS
ASTM D 4318-17
Client:Smith + Gardner Boring No.:Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 1
Lab ID:2019-161-005-001 Soil Description: TAN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A-F A-H A-I U
Wt. of Tare & Wet Sample (g): 25.21 24.45 24.50 L
Wt. of Tare & Dry Sample (g):23.09 22.45 22.28 T
Weight of Tare (g):15.39 15.51 15.39 I
Weight of Water (g):2.1 2.0 2.2 P
Weight of Dry Sample (g):7.7 6.9 6.9 O
Was As Received MC Preserved:I
Moisture Content (%):27.5 28.8 32.2 N
Number of Blows:35 25 17 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:V X-9 Liquid Limit (%): 29
Wt. of Tare & Wet Sample (g): 20.90 21.27
Wt. of Tare & Dry Sample (g): 20.05 20.39 Plastic Limit (%): 18
Weight of Tare (g): 15.19 15.60
Weight of Water (g): 0.8 0.9 Plasticity Index (%): 11
Weight of Dry Sample (g): 4.9 4.8
USCS Symbol: CL
Moisture Content (%): 17.5 18.4 -0.9
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By GG Date 6/20/19 Checked By GEM Date 6/21/19
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222.90
1044.67
1143.10
Liquid Limit TestAs Received Moisture Content
Yes
924
ASTM D2216-10
12.0
821.8
98.4
20
22
24
26
28
30
32
34
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
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MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-001 Sample No.: 1
Lab ID:R-2019-161-001-001 Test Method STANDARD
Visual Description: Brown Sandy Silt
Optimum Water Content (%):14.2
Maximum Dry Density (pcf):114.2
Tested By MH Date 5/29/19 Checked By GEM Date 5/30/19
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15
95
100
105
110
115
120
5 10152025Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
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MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-001 Sample No.: 1
Lab ID:R-2019-161-001-001
Visual Description: Brown Sandy Silt
Total Weight of the Sample (g): 21250 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":0 Machine ID: R606
Percent Retained on 3/8": 1 Mold ID:R173
Percent Retained on #4: NA Mold diameter:6"
Oversize Material:Not included Weight of the Mold (g):5488
Procedure Used:C Volume of the Mold (cm3):2119
Mold / Specimen
Point No.123 4 5
Weight of Mold & Wet Sample (g): 9370 9509 9774 9941 9871
Weight of Mold (g): 5488 5488 5488 5488 5488
Weight of Wet Sample (g): 3883 4021 4286 4453 4384
Mold Volume (cm3):2119 2119 2119 2119 2119
Moisture Content / Density
Tare Number:810 TB-01 826 825 812
Weight of Tare & Wet Sample (g): 435.00 420.30 457.30 477.60 613.50
Weight of Tare & Dry Sample (g): 412.51 396.63 423.85 433.25 541.13
Weight of Tare (g):112.20 135.60 133.70 136.90 104.60
Weight of Water (g):22.49 23.67 33.45 44.35 72.37
Weight of Dry Sample (g):300.31 261.03 290.15 296.35 436.53
Wet Density (g/cm3):1.83 1.90 2.02 2.10 2.07
Wet Density (pcf): 114.3 118.4 126.2 131.1 129.1
Moisture Content (%): 7.5 9.1 11.5 15.0 16.6
Dry Density (pcf): 106.4 108.6 113.2 114.1 110.7
Zero Air Voids
Moisture Content (%):15.5 18.8 22.0
Dry Unit Weight (pcf):118.8 111.9 105.7
Tested By MH Date 5/29/19 Checked By GEM Date 5/30/19
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SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 2
Lab ID: 2019-161-005-002 Soil Color: Tan

SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm) Percentage
Greater Than #4 Gravel 0.26
#4 To #200 Sand 59.98
Finer Than #200 Silt & Clay 39.76
USCS Symbol:
SC, TESTED

USCS Classification:
CLAYEY SAND

page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 2
Lab ID: 2019-161-005-002 Soil Color: Tan

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.: 920 Tare No.: NA
Wt. of Tare & Wet Sample (g):1094.50 Weight of Tare & Wet Sample (g): NA
Wt. of Tare & Dry Sample (g):988.20 Weight of Tare & Dry Sample (g): NA
Weight of Tare (g): 223.50 Weight of Tare (g): NA
Weight of Water (g): 106.30 Weight of Water (g): NA
Weight of Dry Soil (g): 764.70 Weight of Dry Soil (g): NA
Moisture Content (%): 13.9 Moisture Content (%): 0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g): 764.70
Dry Weight of - 3/4" Sample (g): 20671.5 Weight of Minus #200 Material (g): 304.07
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g): 460.63
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 20671.5
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" 12.5 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 1.98 0.26 0.26 99.74 99.74
#10 2.00 50.09 6.55 6.81 93.19 93.19
#20 0.85 113.66 ( ** ) 14.86 21.67 78.33 78.33
#40 0.425 107.55 14.06 35.74 64.26 64.26
#60 0.250 73.64 9.63 45.37 54.63 54.63
#140 0.106 95.45 12.48 57.85 42.15 42.15
#200 0.075 18.26 2.39 60.24 39.76 39.76
Pan - 304.07 39.76 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By AMS Date 6/19/19 Checked By GEM Date 6/25/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:Smith + Gardner Boring No.:Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 2
Lab ID:2019-161-005-002 Soil Description: BROWN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A-H A-F A-I U
Wt. of Tare & Wet Sample (g): 25.71 23.63 25.92 L
Wt. of Tare & Dry Sample (g):23.25 21.48 23.02 T
Weight of Tare (g):15.50 15.41 15.38 I
Weight of Water (g):2.5 2.2 2.9 P
Weight of Dry Sample (g):7.8 6.1 7.6 O
Was As Received MC Preserved:I
Moisture Content (%):31.7 35.4 38.0 N
Number of Blows:35 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:4M A Liquid Limit (%): 35
Wt. of Tare & Wet Sample (g): 22.67 21.33
Wt. of Tare & Dry Sample (g): 21.52 20.38 Plastic Limit (%): 19
Weight of Tare (g): 15.57 15.23
Weight of Water (g): 1.2 0.9 Plasticity Index (%): 16
Weight of Dry Sample (g): 6.0 5.2
USCS Symbol: CL
Moisture Content (%): 19.3 18.4 0.9
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By GG/RF Date 6/22/19 Checked By GEM Date 6/25/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
Yes
920
ASTM D2216-10
13.9
764.7
106.3
223.50
988.20
1094.50
Liquid Limit TestAs Received Moisture Content
20
22
24
26
28
30
32
34
36
38
40
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-001 Sample No.: 2
Lab ID:R-2019-161-001-002 Test Method STANDARD
Visual Description: Brown Silt with Clay
Optimum Water Content (%):16.8
Maximum Dry Density (pcf):108.9
Tested By MH Date 5/29/19 Checked By GEM Date 5/30/19
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15
90
95
100
105
110
115
5 1015202530Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-001 Sample No.: 2
Lab ID:R-2019-161-001-002
Visual Description: Brown Silt with Clay
Total Weight of the Sample (g): 22150 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":0 Machine ID: R174
Percent Retained on 3/8": 0 Mold ID:R607
Percent Retained on #4: NA Mold diameter:4"
Oversize Material:Not included Weight of the Mold (g):4291
Procedure Used:B Volume of the Mold (cm3):940
Mold / Specimen
Point No.123 4 5
Weight of Mold & Wet Sample (g): 5998 6145 6204 6212 6128
Weight of Mold (g): 4291 4291 4291 4291 4291
Weight of Wet Sample (g): 1707 1854 1912 1921 1837
Mold Volume (cm3):940 940 940 940 940
Moisture Content / Density
Tare Number:SS-4 SS-2 SS-8 SS-5 856
Weight of Tare & Wet Sample (g): 342.30 367.00 317.70 356.80 386.90
Weight of Tare & Dry Sample (g): 317.33 333.61 286.74 317.61 343.44
Weight of Tare (g):99.20 100.50 100.00 100.10 136.90
Weight of Water (g):24.97 33.39 30.96 39.19 43.46
Weight of Dry Sample (g):218.13 233.11 186.74 217.51 206.54
Wet Density (g/cm3):1.82 1.97 2.03 2.04 1.95
Wet Density (pcf): 113.3 123.1 126.9 127.5 122.0
Moisture Content (%): 11.4 14.3 16.6 18.0 21.0
Dry Density (pcf): 101.7 107.6 108.9 108.0 100.8
Zero Air Voids
Moisture Content (%):18.0 22.0 26.0
Dry Unit Weight (pcf):113.4 105.7 99.0
Tested By MH Date 5/29/19 Checked By GEM Date 5/30/19
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 3
Lab ID: 2019-161-005-003 Soil Color: Tan
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 0.34
#4 To #200 Sand 77.12
Finer Than #200 Silt & Clay 22.54
USCS Symbol:
SC, TESTED
USCS Classification:
CLAYEY SAND
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:Smith + Gardner Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 3
Lab ID:2019-161-005-003 Soil Color: Tan

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:921 Tare No.:NA
Wt. of Tare & Wet Sample (g):1161.80 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):1068.95 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):224.10 Weight of Tare (g):NA
Weight of Water (g):92.85 Weight of Water (g):NA
Weight of Dry Soil (g):844.85 Weight of Dry Soil (g):NA
Moisture Content (%):11.0 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):844.85
Dry Weight of - 3/4" Sample (g): 21213.6 Weight of Minus #200 Material (g):190.44
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):654.41
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 21213.6
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" 12.5 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 2.90 0.34 0.34 99.66 99.66
#10 2.00 76.37 9.04 9.38 90.62 90.62
#20 0.85 158.22 ( ** ) 18.73 28.11 71.89 71.89
#40 0.425 163.52 19.35 47.47 52.53 52.53
#60 0.250 110.03 13.02 60.49 39.51 39.51
#140 0.106 126.14 14.93 75.42 24.58 24.58
#200 0.075 17.23 2.04 77.46 22.54 22.54
Pan -190.44 22.54 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By GG Date 6/18/19 Checked By GEM Date 6/20/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:Smith + Gardner Boring No.:Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 3
Lab ID:2019-161-005-003 Soil Description: TAN LEAN CLAY
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A A-F 4M U
Wt. of Tare & Wet Sample (g): 24.90 25.31 24.59 L
Wt. of Tare & Dry Sample (g):22.81 23.11 22.48 T
Weight of Tare (g):15.27 15.37 15.55 I
Weight of Water (g):2.1 2.2 2.1 P
Weight of Dry Sample (g):7.5 7.7 6.9 O
Was As Received MC Preserved:I
Moisture Content (%):27.7 28.4 30.4 N
Number of Blows:35 25 15 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:B-10 A-H Liquid Limit (%): 29
Wt. of Tare & Wet Sample (g): 22.16 21.90
Wt. of Tare & Dry Sample (g): 21.28 20.97 Plastic Limit (%): 17
Weight of Tare (g): 15.87 15.51
Weight of Water (g): 0.9 0.9 Plasticity Index (%): 12
Weight of Dry Sample (g): 5.4 5.5
USCS Symbol: CL
Moisture Content (%): 16.3 17.0 -0.8
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By GG Date 6/19/19 Checked By GEM Date 6/20/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
Yes
921
ASTM D2216-10
11.0
844.9
92.8
224.10
1068.95
1161.80
Liquid Limit TestAs Received Moisture Content
20
22
24
26
28
30
32
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-001 Sample No.: 3
Lab ID:R-2019-161-001-003 Test Method STANDARD
Visual Description: Brown Sandy Silt
Optimum Water Content (%):13.6
Maximum Dry Density (pcf):115.9
Tested By MH Date 5/29/19 Checked By GEM Date 5/30/19
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15
95
100
105
110
115
120
5 10152025Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Borrow Pit
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-001 Sample No.: 3
Lab ID:R-2019-161-001-003
Visual Description: Brown Sandy Silt
Total Weight of the Sample (g): 20900 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":0 Machine ID: R134
Percent Retained on 3/8": 0 Mold ID:R607
Percent Retained on #4: NA Mold diameter:4"
Oversize Material:Not included Weight of the Mold (g):4292
Procedure Used:B Volume of the Mold (cm3):940
Mold / Specimen
Point No.123 4 5
Weight of Mold & Wet Sample (g): 6213 6265 6286 6269 6197
Weight of Mold (g): 4292 4292 4292 4292 4292
Weight of Wet Sample (g): 1921 1973 1994 1977 1905
Mold Volume (cm3):940 940 940 940 940
Moisture Content / Density
Tare Number:916 924 923 917 921
Weight of Tare & Wet Sample (g): 593.00 565.00 553.50 556.50 546.30
Weight of Tare & Dry Sample (g): 556.78 526.23 511.83 510.71 494.55
Weight of Tare (g):230.70 229.90 229.70 224.10 224.00
Weight of Water (g):36.22 38.77 41.67 45.79 51.75
Weight of Dry Sample (g):326.08 296.33 282.13 286.61 270.55
Wet Density (g/cm3):2.04 2.10 2.12 2.10 2.03
Wet Density (pcf): 127.5 131.0 132.4 131.3 126.5
Moisture Content (%): 11.1 13.1 14.8 16.0 19.1
Dry Density (pcf): 114.8 115.8 115.3 113.2 106.1
Zero Air Voids
Moisture Content (%):15.5 19.0 22.5
Dry Unit Weight (pcf):118.8 111.4 104.8
Tested By MH Date 5/29/19 Checked By GEM Date 5/30/19
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

This page intentionally left blank.
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner Boring No.: Offsite Material
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 4
Lab ID: 2019-161-005-004 Soil Color: Brown
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 0.43
#4 To #200 Sand 37.52
Finer Than #200 Silt & Clay 62.04
USCS Symbol:
ML, TESTED
USCS Classification:
SANDY SILT
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:Smith + Gardner Boring No.: Offsite Material
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 4
Lab ID:2019-161-005-004 Soil Color: Brown

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:918 Tare No.:NA
Wt. of Tare & Wet Sample (g):1108.50 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):938.93 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):222.90 Weight of Tare (g):NA
Weight of Water (g):169.57 Weight of Water (g):NA
Weight of Dry Soil (g):716.03 Weight of Dry Soil (g):NA
Moisture Content (%):23.7 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):716.03
Dry Weight of - 3/4" Sample (g): 19036.7 Weight of Minus #200 Material (g):444.23
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):271.80
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 19036.7
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" 12.5 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 3.11 0.43 0.43 99.57 99.57
#10 2.00 6.41 0.90 1.33 98.67 98.67
#20 0.85 32.91 ( ** ) 4.60 5.93 94.07 94.07
#40 0.425 51.33 7.17 13.09 86.91 86.91
#60 0.250 49.24 6.88 19.97 80.03 80.03
#140 0.106 88.34 12.34 32.31 67.69 67.69
#200 0.075 40.46 5.65 37.96 62.04 62.04
Pan -444.23 62.04 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By GG Date 6/18/19 Checked By GEM Date 6/20/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:Smith + Gardner Boring No.:Offsite Material
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: 4
Lab ID:2019-161-005-004 Soil Description: BROWN SILT
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A-D Z-4 B2 U
Wt. of Tare & Wet Sample (g): 25.36 27.80 22.93 L
Wt. of Tare & Dry Sample (g):22.50 23.86 20.41 T
Weight of Tare (g):15.32 15.54 15.43 I
Weight of Water (g):2.9 3.9 2.5 P
Weight of Dry Sample (g):7.2 8.3 5.0 O
Was As Received MC Preserved:I
Moisture Content (%):39.8 47.4 50.6 N
Number of Blows:35 23 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:T H Liquid Limit (%): 45
Wt. of Tare & Wet Sample (g): 20.84 20.68
Wt. of Tare & Dry Sample (g): 19.46 19.34 Plastic Limit (%): 32
Weight of Tare (g): 15.13 15.08
Weight of Water (g): 1.4 1.3 Plasticity Index (%): 13
Weight of Dry Sample (g): 4.3 4.3
USCS Symbol: ML
Moisture Content (%): 31.9 31.5 0.4
Note: The acceptable range of the two Moisture Contents is ± 0.84
Flow Curve Plasticity Chart
Tested By GG Date 6/19/19 Checked By GEM Date 6/20/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
222.90
938.93
1108.50
Liquid Limit TestAs Received Moisture Content
Yes
918
ASTM D2216-10
23.7
716.0
169.6
20
25
30
35
40
45
50
55
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Offsite Material
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-002 Sample No.: 4
Lab ID:R-2019-161-002-001 Test Method STANDARD
Visual Description: Red Fine Silt
Optimum Water Content (%):18.1
Maximum Dry Density (pcf):98.8
Tested By GB Date 6/4/19 Checked By GEM Date 6/5/19
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15
80
85
90
95
100
105
10 15 20 25 30 35Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Offsite Material
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-002 Sample No.: 4
Lab ID:R-2019-161-002-001
Visual Description: Red Fine Silt
Total Weight of the Sample (g): 15800 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":0 Machine ID: R174
Percent Retained on 3/8": 0 Mold ID:R607
Percent Retained on #4: NA Mold diameter:4"
Oversize Material:Not included Weight of the Mold (g):4291
Procedure Used:B Volume of the Mold (cm3):940
Mold / Specimen
Point No.123 4 5
Weight of Mold & Wet Sample (g): 5940 6007 6053 6065 6071
Weight of Mold (g): 4291 4291 4291 4291 4291
Weight of Wet Sample (g): 1650 1716 1762 1774 1781
Mold Volume (cm3):940 940 940 940 940
Moisture Content / Density
Tare Number:SS-6 SS-3 858 860 861
Weight of Tare & Wet Sample (g): 398.00 414.40 498.70 405.80 412.60
Weight of Tare & Dry Sample (g): 362.03 370.75 441.98 356.98 359.16
Weight of Tare (g):100.80 100.70 137.20 135.20 139.20
Weight of Water (g):35.97 43.65 56.72 48.82 53.44
Weight of Dry Sample (g):261.23 270.05 304.78 221.78 219.96
Wet Density (g/cm3):1.75 1.83 1.87 1.89 1.89
Wet Density (pcf): 109.5 113.9 117.0 117.8 118.2
Moisture Content (%): 13.8 16.2 18.6 22.0 24.3
Dry Density (pcf): 96.3 98.1 98.6 96.5 95.1
Zero Air Voids
Moisture Content (%):24.0 27.5 31.0
Dry Unit Weight (pcf):102.2 96.7 91.7
Tested By GB Date 6/4/19 Checked By GEM Date 6/5/19
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

This page intentionally left blank.
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner Boring No.: Offsite Stockpile
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: SF-5
Lab ID: 2019-161-005-005 Soil Color: Brown
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 0.61
#4 To #200 Sand 37.25
Finer Than #200 Silt & Clay 62.14
USCS Symbol:
ML, TESTED
USCS Classification:
SANDY SILT
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:Smith + Gardner Boring No.: Offsite Stockpile
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: SF-5
Lab ID:2019-161-005-005 Soil Color: Brown

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:916 Tare No.:NA
Wt. of Tare & Wet Sample (g):951.10 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):825.53 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):231.00 Weight of Tare (g):NA
Weight of Water (g):125.57 Weight of Water (g):NA
Weight of Dry Soil (g):594.53 Weight of Dry Soil (g):NA
Moisture Content (%):21.1 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):594.53
Dry Weight of - 3/4" Sample (g): 19439.3 Weight of Minus #200 Material (g):369.44
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):225.09
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 19439.3
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" 12.5 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 3.60 0.61 0.61 99.39 99.39
#10 2.00 5.56 0.94 1.54 98.46 98.46
#20 0.85 22.73 ( ** ) 3.82 5.36 94.64 94.64
#40 0.425 44.63 7.51 12.87 87.13 87.13
#60 0.250 39.30 6.61 19.48 80.52 80.52
#140 0.106 75.52 12.70 32.18 67.82 67.82
#200 0.075 33.75 5.68 37.86 62.14 62.14
Pan -369.44 62.14 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By GG Date 6/18/19 Checked By GEM Date 6/20/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:Smith + Gardner Boring No.:Borrow Pit + Offsite Material
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: SF-5
Lab ID:2019-161-005-006 Soil Description: BROWN SILT
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A-D A-Q H U
Wt. of Tare & Wet Sample (g): 29.71 29.78 28.11 L
Wt. of Tare & Dry Sample (g):25.15 25.19 23.75 T
Weight of Tare (g):15.32 15.43 15.08 I
Weight of Water (g):4.6 4.6 4.4 P
Weight of Dry Sample (g):9.8 9.8 8.7 O
Was As Received MC Preserved:I
Moisture Content (%):46.4 47.0 50.3 N
Number of Blows:34 28 17 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:ZM S Liquid Limit (%): 48
Wt. of Tare & Wet Sample (g): 22.77 22.30
Wt. of Tare & Dry Sample (g): 20.98 20.57 Plastic Limit (%): 32
Weight of Tare (g): 15.55 15.15
Weight of Water (g): 1.8 1.7 Plasticity Index (%): 16
Weight of Dry Sample (g): 5.4 5.4
USCS Symbol: ML
Moisture Content (%): 33.0 31.9 1.0
Note: The acceptable range of the two Moisture Contents is ± 0.84
Flow Curve Plasticity Chart
Tested By GG Date 6/20/19 Checked By GEM Date 6/21/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
Yes
916
ASTM D2216-10
21.1
594.5
125.6
231.00
825.53
951.10
Liquid Limit TestAs Received Moisture Content
20
25
30
35
40
45
50
55
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Offsite Stockpile
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-003 Sample No.: SF-5
Lab ID:R-2019-161-003-001 Test Method STANDARD
Visual Description: Light Brown Silty Clay
Optimum Water Content (%):19.7
Maximum Dry Density (pcf):96.0
Tested By GB Date 6/5/19 Checked By GEM Date 6/6/19
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15
80
85
90
95
100
15 20 25 30 35Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner, Inc.Boring No.: Offsite Stockpile
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:R-2019-161-003 Sample No.: SF-5
Lab ID:R-2019-161-003-001
Visual Description: Light Brown Silty Clay
Total Weight of the Sample (g): 19400 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":0 Machine ID: R174
Percent Retained on 3/8": 1 Mold ID:R607
Percent Retained on #4: NA Mold diameter:4"
Oversize Material:Not included Weight of the Mold (g):4291
Procedure Used:B Volume of the Mold (cm3):940
Mold / Specimen
Point No.123 4 5
Weight of Mold & Wet Sample (g): 5975 6017 6049 6046 6041
Weight of Mold (g): 4291 4291 4291 4291 4291
Weight of Wet Sample (g): 1684 1726 1758 1755 1750
Mold Volume (cm3):940 940 940 940 940
Moisture Content / Density
Tare Number:SS-8 SS-2 SS-0 SS-1 SS-5
Weight of Tare & Wet Sample (g): 345.90 370.10 332.00 350.10 362.30
Weight of Tare & Dry Sample (g): 309.99 326.34 289.87 301.03 308.22
Weight of Tare (g):99.90 100.40 100.70 100.20 99.80
Weight of Water (g):35.91 43.76 42.13 49.07 54.08
Weight of Dry Sample (g):210.09 225.94 189.17 200.83 208.42
Wet Density (g/cm3):1.79 1.84 1.87 1.87 1.86
Wet Density (pcf): 111.8 114.6 116.7 116.5 116.2
Moisture Content (%): 17.1 19.4 22.3 24.4 25.9
Dry Density (pcf): 95.5 96.0 95.5 93.6 92.2
Zero Air Voids
Moisture Content (%):26.0 29.0 32.0
Dry Unit Weight (pcf):99.0 94.5 90.4
Tested By GB Date 6/5/19 Checked By GEM Date 6/6/19
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

This page intentionally left blank.
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client: Smith + Gardner Boring No.: Borrow Pit + Offsite Stockpile
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: SF-6
Lab ID: 2019-161-005-006 Soil Color: Brown
SIEVE ANALYSIS HYDROMETER
USCS cobbles gravel sand silt and clay fraction
USDA cobbles gravel sand silt clay
USCS Summary
Sieve Sizes (mm)Percentage
Greater Than #4 Gravel 1.10
#4 To #200 Sand 55.98
Finer Than #200 Silt & Clay 42.92
USCS Symbol:
SM, TESTED
USCS Classification:
SILTY SAND
page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client:Smith + Gardner Boring No.: Borrow Pit + Offsite Stockpile
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: SF-6
Lab ID:2019-161-005-006 Soil Color: Brown

Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material
Tare No.:837 Tare No.:NA
Wt. of Tare & Wet Sample (g):1138.80 Weight of Tare & Wet Sample (g):NA
Wt. of Tare & Dry Sample (g):1045.31 Weight of Tare & Dry Sample (g):NA
Weight of Tare (g):261.80 Weight of Tare (g):NA
Weight of Water (g):93.49 Weight of Water (g):NA
Weight of Dry Soil (g):783.51 Weight of Dry Soil (g):NA
Moisture Content (%):11.9 Moisture Content (%):0.0
Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):783.51
Dry Weight of - 3/4" Sample (g): 21035.1 Weight of Minus #200 Material (g):336.29
Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):447.22
Dry Weight of + 3/4" Sample (g): 0.00
Total Dry Weight of Sample (g): 21035.1
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" 12.5 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 8.61 1.10 1.10 98.90 98.90
#10 2.00 67.16 8.57 9.67 90.33 90.33
#20 0.85 111.97 ( ** ) 14.29 23.96 76.04 76.04
#40 0.425 84.40 10.77 34.73 65.27 65.27
#60 0.250 56.50 7.21 41.94 58.06 58.06
#140 0.106 78.67 10.04 51.99 48.01 48.01
#200 0.075 39.91 5.09 57.08 42.92 42.92
Pan -336.29 42.92 100.00 --
Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample
( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample
Tested By GG Date 6/18/19 Checked By GEM Date 6/20/19
page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
ATTERBERG LIMITS
ASTM D 4318-17
Client:Smith + Gardner Boring No.:Borrow Pit + Offsite Material
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.: 2019-161-005 Sample No.: SF-6
Lab ID:2019-161-005-006 Soil Description: BROWN SILT
Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried)
sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description .
123M
Tare Number:A-M 4M A U
Wt. of Tare & Wet Sample (g): 25.91 29.27 25.89 L
Wt. of Tare & Dry Sample (g):22.80 25.14 22.54 T
Weight of Tare (g):15.33 15.56 15.17 I
Weight of Water (g):3.1 4.1 3.4 P
Weight of Dry Sample (g):7.5 9.6 7.4 O
Was As Received MC Preserved:I
Moisture Content (%):41.6 43.1 45.5 N
Number of Blows:35 22 17 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:A-O V-2 Liquid Limit (%): 43
Wt. of Tare & Wet Sample (g): 21.49 23.63
Wt. of Tare & Dry Sample (g): 20.08 21.80 Plastic Limit (%): 30
Weight of Tare (g): 15.42 15.60
Weight of Water (g): 1.4 1.8 Plasticity Index (%): 13
Weight of Dry Sample (g): 4.7 6.2
USCS Symbol: ML
Moisture Content (%): 30.3 29.5 0.7
Note: The acceptable range of the two Moisture Contents is ± 0.84
Flow Curve Plasticity Chart
Tested By GG Date 6/20/19 Checked By GEM Date 6/21/19
page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
261.80
1045.51
1138.80
Liquid Limit TestAs Received Moisture Content
Yes
837
ASTM D2216-10
11.9
783.7
93.3
20
25
30
35
40
45
50
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner Boring No.: Borrow Pit + Offsite Mtrl.
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:2019-161-004 Sample No.: SF-6
Lab ID:2019-161-004-001 Test Method STANDARD
Visual Description: Tan Silt and Orange Clay
Optimum Water Content (%):16.4
Maximum Dry Density (pcf):108.4
Tested By GB Date 6/10/19 Checked By MPS Date 6/11/19
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15
90
95
100
105
110
115
5 1015202530Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

MOISTURE - DENSITY RELATIONSHIP
ASTM D698-12
Client:Smith + Gardner Boring No.: Borrow Pit + Offsite Mtrl.
Client Reference: High Point C&D Phase 3A Depth (ft): NA
Project No.:2019-161-004 Sample No.: SF-6
Lab ID:2019-161-004-001
Visual Description: Tan Silt and Orange Clay
Total Weight of the Sample (g): NA 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":0 Machine ID: R174
Percent Retained on 3/8": 0 Mold ID:R607
Percent Retained on #4: NA Mold diameter:4"
Oversize Material:Not included Weight of the Mold (g):4291
Procedure Used:B Volume of the Mold (cm3):940
Mold / Specimen
Point No.123 4 5
Weight of Mold & Wet Sample (g): 6019 6151 6197 6200 6174
Weight of Mold (g): 4291 4291 4291 4291 4291
Weight of Wet Sample (g): 1728 1860 1906 1909 1883
Mold Volume (cm3):940 940 940 940 940
Moisture Content / Density
Tare Number:SS-2 SS8 SS2 SS1 SS0
Weight of Tare & Wet Sample (g): 355.10 408.70 372.70 410.00 361.30
Weight of Tare & Dry Sample (g): 330.34 369.26 333.56 362.29 316.37
Weight of Tare (g):100.40 99.80 100.50 100.30 100.80
Weight of Water (g):24.76 39.44 39.14 47.71 44.93
Weight of Dry Sample (g):229.94 269.46 233.06 261.99 215.57
Wet Density (g/cm3):1.84 1.98 2.03 2.03 2.00
Wet Density (pcf): 114.7 123.5 126.5 126.7 125.0
Moisture Content (%): 10.8 14.6 16.8 18.2 20.8
Dry Density (pcf): 103.6 107.7 108.3 107.2 103.5
Zero Air Voids
Moisture Content (%):17.8 22.4 27.0
Dry Unit Weight (pcf):113.8 105.0 97.4
Tested By GB Date 6/10/19 Checked By MPS Date 6/11/19
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
Appendix H2
CQA Test Results – Record Tests
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
This page intentionally left blank.
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
SMITH GARDNER, INC.Record Tests 1 of 5 HighPoint_C&D_ Ph3A Structural Fill Summary.xls
Project Name: WI High Point C&D Landfill Phase 3A Construction
Project Number: WIHIGHPOINT-19-1
Contractor: Baxter Johnson Contracting, Inc.
In-Place Moisture-Density Test Results:
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
ND-1 5/28/19 ND 108.5 13.6 108.9 16.8 99.6 -3.2 PASS
ND-2 5/28/19 ND 105.9 11.3 108.9 16.8 97.2 -5.5 PASS
ND-3 5/28/19 ND 105.8 11.1 108.9 16.8 97.2 -5.7 PASS
ND-4 5/28/19 ND 103.5 10.4 108.9 16.8 95.0 -6.4 PASS
ND-5 5/28/19 ND 107.3 11.1 108.9 16.8 98.5 -5.7 PASS
ND-6 5/30/19 ND 117.6 10.6 115.9 13.6 101.5 -3.0 PASS
ND-7 5/30/19 ND 114.6 7.4 115.9 13.6 98.9 -6.2 PASS
ND-8 5/30/19 ND 112.3 8.5 115.9 13.6 96.9 -5.1 PASS
ND-9 5/30/19 ND 108.6 7.6 108.9 16.8 99.7 -9.2 PASS
ND-10 5/30/19 ND 111.3 9.0 115.9 13.6 96.0 -4.6 PASS
ND-11 5/30/19 ND 113.4 7.3 115.9 13.6 97.8 -6.3 PASS
DC-1 5/30/19 DC 127.2 6.5 115.9 13.6 109.7 -7.1 PASS
ND-12 6/3/19 ND 105.9 14.2 108.9 16.8 97.2 -2.6 PASS
ND-13 6/3/19 ND 108.0 18.1 108.9 16.8 99.2 1.3 PASS
ND-14 6/3/19 ND 115.7 13.0 115.9 13.6 99.8 -0.6 PASS
DC-2 6/3/19 DC 113.2 13.4 115.9 13.6 97.7 -0.2 PASS
ND-15 6/4/19 ND 117.0 10.3 115.9 13.6 100.9 -3.3 PASS
ND-16 6/4/19 ND 107.6 6.9 108.9 16.8 98.8 -9.9 PASS
DC-3 6/4/19 DC 111.7 6.1 108.9 16.8 102.6 -10.7 PASS
ND-17 6/4/19 ND 103.7 16.4 108.9 16.8 95.2 -0.4 PASS
ND-18 6/5/19 ND 104.7 9.5 108.9 16.8 96.1 -7.3 PASS
ND-19 6/5/19 ND 107.3 11.4 108.9 16.8 98.5 -5.4 PASS
ND-20 6/5/19 ND 108.8 8.9 108.9 16.8 99.9 -7.9 PASS
ND-21 6/5/19 ND 109.6 12.8 108.9 16.8 100.6 -4.0 PASS
STRUCTURAL FILL
RECORD TEST SUMMARY
In-Situ Values Reference Values
(ASTM D 698)
Location/Comment
@ ND-11
@ ND-14
@ ND-16
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
SMITH GARDNER, INC.Record Tests 2 of 5 HighPoint_C&D_ Ph3A Structural Fill Summary.xls
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
In-Situ Values Reference Values
(ASTM D 698)
Location/Comment
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
ND-22 6/17/19 ND 112.6 15.4 115.9 13.6 97.2 1.8 PASS
DC-5 6/17/19 DC 116.6 13.2 115.9 13.6 100.6 -0.4 PASS
ND-23 6/17/19 ND 112.7 13.1 115.9 13.6 97.2 -0.5 PASS
ND-24 6/17/19 ND 106.1 18.2 108.9 16.8 97.4 1.4 PASS
ND-25 6/17/19 ND 118.3 8.9 115.9 13.6 102.1 -4.7 PASS
ND-26 6/17/19 ND 112.9 13.5 115.9 13.6 97.4 -0.1 PASS
ND-27 6/17/19 ND 119.6 12.0 115.9 13.6 103.2 -1.6 PASS
ND-28 6/18/19 ND 109.8 16.2 114.2 14.2 96.1 2.0 PASS
ND-29 6/18/19 ND 106.6 20.5 108.9 16.8 97.9 3.7 PASS
ND-30 6/18/19 ND 107.0 18.4 108.9 16.8 98.3 1.6 PASS
ND-31 6/18/19 ND 106.5 11.0 108.9 16.8 97.8 -5.8 PASS
ND-32 6/18/19 ND 108.0 11.2 108.9 16.8 99.2 -5.6 PASS
ND-33 6/18/19 ND 109.8 9.7 108.9 16.8 100.8 -7.1 PASS
ND-34 6/18/19 ND 114.8 13.4 115.9 13.6 99.1 -0.2 PASS
DC-6 6/18/19 DC 118.3 11.4 115.9 13.6 102.1 -2.2 PASS
ND-35 6/19/19 ND 106.5 14.0 108.9 16.8 97.8 -2.8 PASS
ND-36 6/19/19 ND 106.2 13.5 108.9 16.8 97.5 -3.3 PASS
ND-37 6/19/19 ND 108.6 11.2 108.9 16.8 99.7 -5.6 PASS
ND-38 6/19/19 ND 109.9 12.9 114.2 14.2 96.2 -1.3 PASS
DC-7 6/19/19 ND 116.6 10.5 114.2 14.2 102.1 -3.7 PASS
ND-39 6/19/19 DC 107.5 13.0 108.9 16.8 98.7 -3.8 PASS
DC-8 6/19/19 ND 116.2 9.0 108.9 16.8 106.7 -7.8 PASS
ND-40 6/19/19 DC 106.7 17.3 108.9 16.8 98.0 0.5 PASS
ND-41 6/20/19 ND 111.6 17.6 115.9 13.6 96.3 4.0 PASS
ND-42 6/20/19 ND 108.3 16.4 108.9 16.8 99.4 -0.4 PASS
ND-43 6/20/19 ND 107.1 16.5 108.9 16.8 98.3 -0.3 PASS
ND-44 6/20/19 ND 96.7 27.8 98.8 18.1 97.9 9.7 PASS
@ ND-22
@ ND-34
@ND-38
@ND-40 (Rock in Cylinder)
In-Situ Values Reference Values
(ASTM D 698)
Location/Comment
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
SMITH GARDNER, INC.Record Tests 3 of 5 HighPoint_C&D_ Ph3A Structural Fill Summary.xls
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
In-Situ Values Reference Values
(ASTM D 698)
Location/Comment
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
ND-45 6/24/19 ND 105.5 16.4 108.9 16.8 96.9 -0.4 PASS
ND-46 6/24/19 ND 110.5 12.9 115.9 13.6 95.3 -0.7 PASS
ND-47 6/24/19 ND 105.3 15.1 108.9 16.8 96.7 -1.7 PASS
ND-48 6/24/19 ND 105.0 13.9 108.9 16.8 96.4 -2.9 PASS
ND-49 6/24/19 ND 104.6 17.5 108.9 16.8 96.1 0.7 PASS
ND-50 6/24/19 ND 109.3 12.6 108.9 16.8 100.4 -4.2 PASS
ND-51 6/24/19 ND 107.0 11.4 108.9 16.8 98.3 -5.4 PASS
ND-52 6/24/19 ND 104.4 13.3 108.9 16.8 95.9 -3.5 PASS
DC-9 6/24/19 ND 106.8 9.0 108.9 16.8 98.1 -7.8 PASS
ND-53 6/24/19 ND 104.9 14.3 108.9 16.8 96.3 -2.5 PASS
ND-54 6/24/19 ND 104.5 9.3 108.9 16.8 96.0 -7.5 PASS
ND-55 6/25/19 ND 115.8 9.9 115.9 13.6 99.9 -3.7 PASS
ND-56 6/25/19 ND 105.4 19.4 108.9 16.8 96.8 2.6 PASS
ND-57 6/25/19 ND 108.6 10.8 108.9 16.8 99.7 -6.0 PASS
ND-58 6/25/19 ND 110.4 17.8 115.9 13.6 95.3 4.2 PASS
ND-59 6/25/19 ND 106.8 12.0 108.9 16.8 98.1 -4.8 PASS
ND-60 6/25/19 ND 108.2 16.2 108.9 16.8 99.4 -0.6 PASS
ND-61 6/25/19 ND 108.4 10.1 108.9 16.8 99.5 -6.7 PASS
ND-62 6/25/19 ND 108.4 17.3 108.9 16.8 99.5 0.5 PASS
ND-63 6/25/19 ND 110.3 9.8 115.9 13.6 95.2 -3.8 PASS
ND-64 6/26/19 ND 103.8 15.6 108.9 16.8 95.3 -1.2 PASS
ND-65 6/26/19 ND 109.6 13.9 108.9 16.8 100.6 -2.9 PASS
ND-66 6/26/19 ND 104.8 15.8 108.9 16.8 96.2 -1.0 PASS
ND-67 6/26/19 ND 108.0 11.4 108.9 16.8 99.2 -5.4 PASS
ND-68 6/26/19 ND 115.7 8.9 115.9 13.6 99.8 -4.7 PASS
ND-69 6/26/19 ND 107.1 16.3 108.9 16.8 98.3 -0.5 PASS
ND-70 6/26/19 ND 118.1 10.5 115.9 13.6 101.9 -3.1 PASS
In-Situ Values Reference Values
(ASTM D 698)
Location/Comment
ND-52
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
SMITH GARDNER, INC.Record Tests 4 of 5 HighPoint_C&D_ Ph3A Structural Fill Summary.xls
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
In-Situ Values Reference Values
(ASTM D 698)
Location/Comment
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
ND-71 6/26/19 ND 115.7 7.1 115.9 13.6 99.8 -6.5 PASS
ND-72 6/26/19 ND 106.7 8.6 108.9 16.8 98.0 -8.2 PASS
ND-73 6/26/19 ND 104.8 12.1 108.9 16.8 96.2 -4.7 PASS
ND-74 6/26/19 ND 112.6 11.2 115.9 13.6 97.2 -2.4 PASS
ND-75 6/26/19 ND 116.8 10.5 115.9 13.6 100.8 -3.1 PASS
ND-76 6/26/19 ND 110.2 16.5 115.9 13.6 95.1 2.9 PASS
ND-77 6/26/19 ND 109.9 10.5 108.9 16.8 100.9 -6.3 PASS
ND-78 6/27/19 ND 110.1 13.1 115.9 13.6 95.0 -0.5 PASS
ND-79 6/28/19 ND 111.3 10.9 115.9 13.6 96.0 -2.7 PASS
ND-80 6/28/19 ND 118.6 10.5 115.9 13.6 102.3 -3.1 PASS
ND-81 6/28/19 ND 114.5 10.9 115.9 13.6 98.8 -2.7 PASS
DC-10 6/28/19 DC 111.1 14.8 115.9 13.6 95.9 1.2 PASS
ND-82 6/28/19 ND 107.2 14.8 108.9 16.8 98.4 -2.0 PASS
ND-83 6/28/19 ND 109.6 16.9 108.9 16.8 100.6 0.1 PASS
ND-84 6/28/19 ND 109.6 16.9 108.9 16.8 100.6 0.1 PASS
ND-85 7/1/19 ND 108.7 11.4 108.9 16.8 99.8 -5.4 PASS
ND-86 7/1/19 ND 107.7 7.9 108.9 16.8 98.9 -8.9 PASS
ND-87 7/1/19 ND 113.7 10.9 115.9 13.6 98.1 -2.7 PASS
ND-88 7/1/19 ND 109.2 8.4 108.9 16.8 100.3 -8.4 PASS
ND-89 7/1/19 ND 112.1 12.0 115.9 13.6 96.7 -1.6 PASS
DC-11 7/1/19 DC 114.0 10.9 115.9 13.6 98.4 -2.7 PASS
ND-90 7/2/19 ND 111.1 10.2 115.9 13.6 95.9 -3.4 PASS
ND-91 7/2/19 ND 113.8 13.2 115.9 13.6 98.2 -0.4 PASS
ND-92 7/2/19 ND 107.9 9.6 108.9 16.8 99.1 -7.2 PASS
ND-93 7/8/19 ND 111.3 13.3 115.9 13.6 96.0 -0.3 PASS
ND-94 7/8/19 ND 115.9 8.4 115.9 13.6 100.0 -5.2 PASS
ND-95 7/8/19 ND 117.3 9.7 115.9 13.6 101.2 -3.9 PASS
ND-89
In-Situ Values Reference Values
(ASTM D 698)
Location/Comment
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
SMITH GARDNER, INC.Record Tests 5 of 5 HighPoint_C&D_ Ph3A Structural Fill Summary.xls
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
In-Situ Values Reference Values
(ASTM D 698)
Location/Comment
Difference
Optimum From
Moisture Maximum Moisture Optimum
Test Test Dry Density Content Dry Density Content Compaction Moisture
Number Date Method*(pcf)(%)(pcf)(%)(%)(%)Pass/Fail
ND-96 7/8/19 ND 111.8 17.4 115.9 13.6 96.5 3.8 PASS
ND-97 7/8/19 ND 113.8 8.3 115.9 13.6 98.2 -5.3 PASS
ND-98 7/8/19 ND 117.5 11.1 115.9 13.6 101.4 -2.5 PASS
DC-12 7/8/19 DC 116.0 11.6 115.9 13.6 100.1 -2.0 PASS
ND-99 7/8/19 ND 117.7 10.3 115.9 13.6 101.6 -3.3 PASS
ND-100 7/9/19 ND 117.6 5.4 115.9 13.6 101.5 -8.2 PASS
ND-101 7/9/19 ND 112.1 11.6 115.9 13.6 96.7 -2.0 PASS
ND-102 7/9/19 ND 119.7 7.6 115.9 13.6 103.3 -6.0 PASS
ND-103 7/9/19 ND 118.8 12.9 115.9 13.6 102.5 -0.7 PASS
*Note: N = Nuclear; SC = Sand Cone; DC = Drive Cylinder; RB = Rubber Balloon
Totals:
Number of Tests =114
Min. Percent Compaction =95.0 Min. Moisture (% of Opt.) =-10.7
Max. Percent Compaction =109.7 Max. Moisture (% of Opt.) =9.7
Avg. Percent Compaction =98.7 Avg. Moisture (% of Opt.) =-3.0
Reference Values
(ASTM D 698)
Location/Comment
ND-98
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
This page intentionally left blank. DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
Smith & Gardner
High Point, NC
2019-161
Report Number :Geotechnics Representative :Page :1 of 1
Date (s) :Reviewed By :EL Date :6/11/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-1 SEE MAP 2 6"161-001-002 108.9 16.8 123.2 13.6 108.5 99.6%95.0%
ND-2 SEE MAP 2 6"161-001-002 108.9 16.8 117.9 11.3 105.9 97.3%95.0%
ND-3 SEE MAP 2 6"161-001-002 108.9 16.8 117.5 11.1 105.8 97.1%95.0%
ND-4 SEE MAP 2 6"161-001-002 108.9 16.8 114.3 10.4 103.5 95.1%95.0%
ND-5 SEE MAP 1 6"161-001-002 108.9 16.8 119.2 11.1 107.3 98.5%95.0%
ND-6 SEE MAP 1 6"161-001-003 115.9 13.6 130.1 10.6 117.6 101.5%95.0%
ND-7 SEE MAP 1 6"161-001-003 115.9 13.6 123.1 7.4 114.6 98.9%95.0%
ND-8 SEE MAP 1 6"161-001-003 115.9 13.6 121.8 8.5 112.3 96.9%95.0%
ND-9 SEE MAP 3 6"161-001-002 108.9 16.8 116.8 7.6 108.6 99.7%95.0%
ND-10 SEE MAP 3 6"161-001-003 115.9 13.6 121.3 9.0 111.3 96.0%95.0%
ND-11 SEE MAP 3 6"161-001-003 115.9 13.6 121.7 7.3 113.4 97.9%95.0%
DC-1 SEE MAP 3 NA 161-001-003 115.9 13.6 135.5 6.5 127.2 109.8%95.0%
Proctor I.D.
No.
Sheeps foot - CAT
5/30/19 High DD due to rock in
the cylinder.
Test Number Test Location Elevation/
Lift
Rod
Depth
5/30/19
Field Density Report
Compaction
Equipment :
Client:
Project Name :
Project Number :
SFDR-01
05/28/19 to 05/30/19
Baxter Johnson
Mason Hunt
Measured In Place Compaction Comments
5/30/19
5/30/2019 on Berm
5/30/2019 on Berm
5/30/19
5/28/19
On Site with mix of Off Site in some areas
5/28/19
5/28/19
5/28/19
5/28/2019 Dug down to Lift 1
5/30/2019 on Berm
Proctor Data
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
Smith & Gardner
High Point, NC
2019-161
Report Number :Geotechnics Representative :Page :1 of 1
Date (s) :Reviewed By :EL Date :6/11/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-12 SEE MAP 4 6"161-001-002 108.9 16.8 120.9 14.2 105.9 97.2%95.0%
ND-13 SEE MAP 4 6"161-001-002 108.9 16.8 127.6 18.1 108.0 99.2%95.0%
ND-14 SEE MAP 4 6"161-001-003 115.9 13.6 130.7 13.0 115.7 99.8%95.0%
DC-2 SEE MAP 4 NA 161-001-003 115.9 13.6 128.4 13.4 113.2 97.7%95.0%
ND-15 SEE MAP 4 6"161-001-003 115.9 13.6 129.1 10.3 117.0 100.9%95.0%
ND-16 SEE MAP 5 6"161-001-002 108.9 16.8 115.0 6.9 107.6 98.8%95.0%
DC-3 SEE MAP 5 NA 161-001-002 108.9 16.8 118.5 6.1 111.7 102.6%95.0%
ND-17 SEE MAP 5 6"161-001-002 108.9 16.8 120.7 16.4 103.7 95.2%95.0%
ND-18 SEE MAP 5 6"161-001-002 108.9 16.8 114.6 9.5 104.7 96.1%95.0%
ND-19 SEE MAP 5 6"161-001-002 108.9 16.8 119.5 11.4 107.3 98.5%95.0%
ND-20 SEE MAP 6 6"161-001-002 108.9 16.8 118.5 8.9 108.8 99.9%95.0%
ND-21 SEE MAP 6 6"161-001-002 108.9 16.8 123.6 12.8 109.6 100.6%95.0%
6/4/19
6/4/19
6/5/19
6/5/19
6/5/19
Test Number
6/4/19
6/3/19
6/3/19
6/3/19
Rod
Depth
Client:
Project Name :
Project Number :
06/03/19 to 06/05/19
Proctor I.D.
No.
Field Density Report
Compaction
Equipment :
SFDR-02 Mason Hunt
Measured In Place Compaction
Sheeps foot - CAT
Test Location
On Site and Off Site
Elevation/
Lift Comments
Baxter Johnson
Proctor Data
6/3/19
6/4/19
6/5/19
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SMITH&GARDNER
HighPoint C&D Landfill Phase 3A
2019-161
Report Number :Geotechnics Representative :Page :1 of 2
Date (s) :Reviewed By :Date :6/25/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-22 SEE MAP 6 6"161-001-003 115.9 13.6 129.9 15.4 112.6 97.1%95.0%
DC-5 SEE MAP 6 NA 161-001-003 115.9 13.6 132.0 13.2 116.6 100.6%95.0%
ND-23 SEE MAP 2 6"161-001-003 115.9 13.6 127.5 13.1 112.7 97.3%95.0%
ND-24 SEE MAP 2 6"161-001-002 108.9 16.8 125.4 18.2 106.1 97.4%95.0%
ND-25 SEE MAP 6 6"161-001-003 115.9 13.6 128.8 8.9 118.3 102.0%95.0%
ND-26 SEE MAP 6 6"161-001-003 115.9 13.6 128.1 13.5 112.9 97.4%95.0%
ND-27 SEE MAP 6 6"161-001-003 115.9 13.6 133.9 12.0 119.6 103.2%95.0%
ND-28 SEE MAP 3 6"161-001-001 114.2 14.2 127.6 16.2 109.8 96.2%95.0%
ND-29 SEE MAP 4 6"161-001-002 108.9 16.8 128.4 20.5 106.6 97.8%95.0%
ND-30 SEE MAP 5 6"161-001-002 108.9 16.8 126.7 18.4 107.0 98.3%95.0%
ND-31 SEE MAP 6 6"161-001-002 108.9 16.8 118.2 11 106.5 97.8%95.0%
ND-32 SEE MAP 7 6"161-001-002 108.9 16.8 120.1 11.2 108.0 99.2%95.0%
ND-33 SEE MAP 8 6"161-001-002 108.9 16.8 120.4 9.7 109.8 100.8%95.0%
ND-34 SEE MAP 9 6"161-001-003 115.9 13.6 130.2 13.4 114.8 99.1%95.0%
DC-6 SEE MAP 9 NA 161-001-003 115.9 13.6 131.8 11.4 118.3 102.1%95.0%
ND-35 SEE MAP 7 6"161-001-002 108.9 16.8 121.4 14.0 106.5 97.8%95.0%
ND-36 SEE MAP 7 6"161-001-002 108.9 16.8 120.5 13.5 106.2 97.5%95.0%
ND-37 SEE MAP 8 6"161-001-002 108.9 16.8 120.8 11.2 108.6 99.8%95.0%
ND-38 SEE MAP 10 6"161-001-001 114.2 14.2 124.1 12.9 109.9 96.3%95.0%
DC-7 SEE MAP 10 NA 161-001-001 114.2 14.2 128.8 10.5 116.6 102.1%95.0%
ND-39 SEE MAP 9 6"161-001-002 108.9 16.8 121.5 13.0 107.5 98.7%95.0%
DC-8 SEE MAP 9 NA 161-001-002 108.9 16.8 126.7 9.0 116.2 106.7%95.0%
ND-40 SEE MAP 9 8"161-001-002 108.9 16.8 125.2 17.3 106.7 98.0%95.0%
ND-41 SEE MAP 6 6"161-001-003 115.9 13.6 131.3 17.6 111.6 96.3%95.0%
6/19/19
6/19/19
rock in drive cylinder sample
6/19/19
6/20/19
Gauge Number Gauge Model Density Count Moisture Count
6/19/19
6/18/19
6/18/19
Proctor Data
6/17/19
6/17/19
6/18/19
6/18/19
6/17/19
6/18/19
Measured In Place Compaction
Sheeps foot - CAT
Test Location
On Site
Elevation/
Lift Comments
Baxter Johnson
Rod
Depth
Client:
Project Name :
Project Number :
06/17/19 to 06/19/19
Proctor I.D.
No.
Field Density Report
Compaction
Equipment :
Erik Lindquist
SFDR-03 Mason Hunt
344031574 1951
Test Number
6/17/19
599
6/17/19
6/17/19
6/17/19
6/19/19
6/19/19
6/19/19
6/18/19
6/18/19
6/18/19
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SMITH&GARDNER
HighPoint C&D Landfill Phase 3A
2019-161
Report Number :Geotechnics Representative :Page :2 of 2
Date (s) :Reviewed By :Date :6/25/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-42 SEE MAP 6 NA 161-001-002 108.9 16.8 126.1 16.4 108.3 99.5%95.0%
ND-43 SEE MAP 2 6"161-001-002 108.9 16.8 124.8 16.5 107.1 98.4%95.0%
ND-44 SEE MAP 2 6"161-002-001 98.8 18.1 123.6 27.8 96.7 97.9%95.0%
Client:
Project Name :
Project Number :
Field Density Report
SFDR-03 Mason Hunt
6/20/19 Erik Lindquist
Baxter Johnson On Site and Offsite
Compaction
Equipment :
Sheeps foot - CAT and Cat roller
Test Number Test Location Elevation/
Lift
Rod
Depth
Proctor I.D.
No.
Proctor Data Measured In Place Compaction Comments
6/20/19
6/20/19
6/20/19
Moisture Count
31574 3440 1951 599
Gauge Number Gauge Model Density Count
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SMITH&GARDNER
HighPoint C&D Landfill Phase 3A
2019-161
Report Number :Geotechnics Representative :Page :1 of 2
Date (s) :Reviewed By :EL Date :7/2/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-45 SEE MAP 11 6"161-001-002 108.9 16.8 122.8 16.4 105.5 96.9%95.0%
ND-46 SEE MAP 12 6"161-001-003 115.9 13.6 124.8 12.9 110.5 95.4%95.0%
ND-47 SEE MAP 12 6"161-001-002 108.9 16.8 121.2 15.1 105.3 96.7%95.0%
ND-48 SEE MAP 12 6"161-001-002 108.9 16.8 119.6 13.9 105.0 96.4%95.0%
ND-49 SEE MAP 11 6"161-001-002 108.9 16.8 122.9 17.5 104.6 96.0%95.0%
ND-50 SEE MAP 12 6"161-001-002 108.9 16.8 123.1 12.6 109.3 100.4%95.0%
ND-51 SEE MAP 11 6"161-001-002 108.9 16.8 119.2 11.4 107.0 98.3%95.0%
ND-52 SEE MAP 11 6"161-001-002 108.9 16.8 118.3 13.3 104.4 95.9%95.0%
DC-9 SEE MAP 11 NA 161-001-002 108.9 16.8 116.4 9.0 106.8 98.1%95.0%
ND-53 SEE MAP 13 6"161-001-002 108.9 16.8 119.9 14.3 104.9 96.3%95.0%
ND-54 SEE MAP 13 6"161-001-002 108.9 16.8 114.2 9.3 104.5 95.9%95.0%
ND-55 SEE MAP 14 6"161-001-003 115.9 13.6 127.3 9.9 115.8 99.9%95.0%
ND-56 SEE MAP 14 6"161-001-002 108.9 16.8 125.8 19.4 105.4 96.7%95.0%
ND-57 SEE MAP 14 6"161-001-002 108.9 16.8 120.3 10.8 108.6 99.7%95.0%
ND-58 SEE MAP 15 6"161-001-003 115.9 13.6 130.0 17.8 110.4 95.2%95.0%
ND-59 SEE MAP 15 6"161-001-002 108.9 16.8 119.6 12.0 106.8 98.1%95.0%
ND-60 SEE MAP 15 6"161-001-002 108.9 16.8 125.7 16.2 108.2 99.3%95.0%
ND-61 SEE MAP 15 6"161-001-002 108.9 16.8 119.4 10.1 108.4 99.6%95.0%
ND-62 SEE MAP 16 6"161-001-002 108.9 16.8 127.2 17.3 108.4 99.6%95.0%
ND-63 SEE MAP 16 6"161-001-003 115.9 13.6 121.1 9.8 110.3 95.2%95.0%6/25/19
Gauge Number Gauge Model Density Count Moisture Count
6/25/19
6/25/19
6/25/19
Proctor Data
6/24/19
6/24/19
6/25/19
6/24/19
6/24/19
6/25/19
Measured In Place Compaction
Sheeps foot - CAT
Test Location
On Site
Elevation/
Lift Comments
Baxter Johnson
Rod
Depth
Client:
Project Name :
Project Number :
06/24/19 to 06/28/19
Proctor I.D.
No.
Field Density Report
Compaction
Equipment :
SFDR-04 Mason Hunt
343035717 1945
Test Number
6/24/19
597
6/24/19
6/24/19
6/24/19
6/25/19
6/25/19
6/25/19
6/24/19
6/24/19
6/24/19
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SMITH&GARDNER
HighPoint C&D Landfill Phase 3A
2019-161
Report Number :Geotechnics Representative :Page :2 of 2
Date (s) :Reviewed By :EL Date :7/2/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-64 SEE MAP 14 6"161-001-002 108.9 16.8 120.0 15.6 103.8 95.3%95.0%
ND-65 SEE MAP 14 NA 161-001-002 108.9 16.8 124.8 13.9 109.6 100.6%95.0%
ND-66 SEE MAP 14 6"161-001-002 108.9 16.8 121.4 15.8 104.8 96.3%95.0%
ND-67 SEE MAP 14 6"161-001-002 108.9 16.8 120.3 11.4 108.0 99.2%95.0%
ND-68 SEE MAP 15 6"161-001-003 115.9 13.6 126.0 8.9 115.7 99.8%95.0%
ND-69 SEE MAP 15 6"161-001-002 108.9 16.8 124.5 16.3 107.1 98.3%95.0%
ND-70 SEE MAP 16 6"161-001-003 115.9 13.6 130.5 10.5 118.1 101.9%95.0%
ND-71 SEE MAP 16 6"161-001-003 115.9 13.6 123.9 7.1 115.7 99.8%95.0%
ND-72 SEE MAP 17 6"161-001-002 108.9 16.8 115.9 8.6 106.7 98.0%95.0%
ND-73 SEE MAP 17 6"161-001-002 108.9 16.8 117.5 12.1 104.8 96.3%95.0%
ND-74 SEE MAP 18 6"161-001-003 115.9 13.6 125.2 11.2 112.6 97.1%95.0%
ND-75 SEE MAP 18 6"161-001-003 115.9 13.6 129.1 10.5 116.8 100.8%95.0%
ND-76 SEE MAP 18 6"161-001-003 115.9 13.6 128.4 16.5 110.2 95.1%95.0%
ND-77 SEE MAP 1 6"161-001-002 108.9 16.8 121.4 10.5 109.9 100.9%95.0%
ND-78 SEE MAP 2 6"161-001-003 115.9 13.6 124.5 13.1 110.1 95.0%95.0%
ND-79 SEE MAP 2 6"161-001-003 115.9 13.6 123.4 10.9 111.3 96.0%95.0%
ND-80 SEE MAP 3 6"161-001-003 115.9 13.6 131.1 10.5 118.6 102.4%95.0%
ND-81 SEE MAP 3 6"161-001-003 115.9 13.6 127.0 10.9 114.5 98.8%95.0%
DC-10 SEE MAP 3 NA 161-001-003 115.9 13.6 127.5 14.8 111.1 95.8%95.0%
ND-82 SEE MAP 3 6"161-001-002 108.9 16.8 123.1 14.8 107.2 98.5%95.0%
ND-83 SEE MAP 3 6"161-001-002 108.9 16.8 128.1 16.9 109.6 100.6%95.0%
ND-84 SEE MAP 3 6"161-001-002 108.9 16.8 128.1 16.9 109.6 100.6%95.0%
Client:
Project Name :
Project Number :
Field Density Report
SFDR-04 Mason Hunt
06/24/19 to 06/28/19
Baxter Johnson On Site
Compaction
Equipment :
Sheeps foot - CAT
Test Number Test Location Elevation/
Lift
Rod
Depth
Proctor I.D.
No.
Proctor Data Measured In Place Compaction Comments
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/26/19
6/27/19
6/28/19
6/28/19
6/28/19
6/28/19
6/28/19
6/28/19
35717 3430 1942 665
6/28/19
Gauge Number Gauge Model Density Count Moisture Count
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SMITH&GARDNER
HighPoint C&D Landfill Phase 3A
2019-161
Report Number :Geotechnics Representative :Page :1 of 1
Date (s) :Reviewed By :EL Date :7/10/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-85 SEE MAP 3 6"161-001-002 108.9 16.8 121.1 11.4 108.7 99.8%95.0%
ND-86 SEE MAP 3 6"161-001-002 108.9 16.8 116.2 7.9 107.7 98.9%95.0%
ND-87 SEE MAP 1 6"161-001-003 115.9 13.6 126.1 10.9 113.7 98.1%95.0%
ND-88 SEE MAP 4 6"161-001-002 108.9 16.8 118.4 8.4 109.2 100.3%95.0%
ND-89 SEE MAP 5 6"161-001-003 115.9 13.6 125.6 12.0 112.1 96.8%95.0%
DC-11 SEE MAP 5 6"161-001-003 115.9 13.6 126.4 10.9 114.0 98.3%95.0%
ND-90 SEE MAP 6 6"161-001-003 115.9 13.6 122.4 10.2 111.1 95.8%95.0%
ND-91 SEE MAP 6 6"161-001-003 115.9 13.6 128.8 13.2 113.8 98.2%95.0%
ND-92 SEE MAP 5 6"161-001-002 108.9 16.8 118.3 9.6 107.9 99.1%95.0%7/2/19
343035717 1942
Test Number
7/1/19
665
7/1/19
7/1/19
7/1/2019 building NE Slope
Client:
Project Name :
Project Number :
07/01/19 to 07/02/19
Proctor I.D.
No.
Field Density Report
Compaction
Equipment :
SFDR-05 Mason Hunt
Measured In Place Compaction
Sheeps foot - CAT
Test Location
On Site
Elevation/
Lift Comments
Baxter Johnson
Rod
Depth
Proctor Data
7/1/19
7/1/2019 NE Slope
7/2/19
7/2/19
Gauge Number Gauge Model Density Count Moisture Count
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
SMITH&GARDNER
HighPoint C&D Landfill Phase 3A
2019-161
Report Number :Geotechnics Representative :Page :1 of 1
Date (s) :Reviewed By :EL Date :7/10/19
Contractor : Borrow Source :
MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req.
ND-93 SEE MAP 6 6"161-001-003 115.9 13.6 126.1 13.3 111.3 96.0%95.0%
ND-94 SEE MAP 6 6"161-001-003 115.9 13.6 125.6 8.4 115.9 100.0%95.0%
ND-95 SEE MAP 7 6"161-001-003 115.9 13.6 128.7 9.7 117.3 101.2%95.0%
ND-96 SEE MAP 7 6"161-001-003 115.9 13.6 131.3 17.4 111.8 96.5%95.0%
ND-97 SEE MAP 8 6"161-001-003 115.9 13.6 123.2 8.3 113.8 98.2%95.0%
ND-98 SEE MAP 8 6"161-001-003 115.9 13.6 130.5 11.1 117.5 101.3%95.0%
DC-12 SEE MAP 8 NA 161-001-003 115.9 13.6 129.5 11.6 116.0 100.1%95.0%
ND-99 SEE MAP 8 6"161-001-003 115.9 13.6 129.8 10.3 117.7 101.5%95.0%
ND-100 SEE MAP 9 6"161-001-003 115.9 13.6 124.0 5.4 117.6 101.5%95.0%
ND-101 SEE MAP 9 6"161-001-003 115.9 13.6 125.1 11.6 112.1 96.7%95.0%
ND-102 SEE MAP 10 6"161-001-003 115.9 13.6 128.8 7.6 119.7 103.3%95.0%
ND-103 SEE MAP 10 6"161-001-003 115.9 13.6 134.1 12.9 118.8 102.5%95.0%
7/9/2019 Last Lift on Berm
7/9/19
7/9/19
344035717 1929
Test Number
7/8/19
665
7/8/19
7/8/19
7/8/19
Client:
Project Name :
Project Number :
07/08/19 to 07/09/19
Proctor I.D.
No.
Field Density Report
Compaction
Equipment :
SFDR-06 Mason Hunt
Measured In Place Compaction
Sheeps foot - CAT
Test Location
On Site
Elevation/
Lift Comments
Baxter Johnson
Rod
Depth
Proctor Data
7/8/19
7/8/19
7/9/19
7/8/19
7/8/19
Gauge Number Gauge Model Density Count Moisture Count
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

Report Number :
Date (s) :
Test Information
Test Number :DC-01
Nuclear Test Number :ND-11
Location:See Map
Depth (ft):LIFT 3
Date :5/30/19
Cylinder ID 2
Weight of Cylinder (lbs.)1.31
Volume of Cylinder (ft³)0.033
Specimen
Wt. of Cylinder & WS (lbs.)5.78
Wt. of Cylinder (lbs.)1.31
Wt. of WS 4.47
Cylinder Volume (ft³)0.033
Tare Number 2
Wt. of Tare & WS (gm)318.80
Wt. of Tare & DS (gm)305.50
Wt. of Tare (gm)99.60
Wt. of Water (gm)13.30
Wt. of DS (gm)205.90
Wet Density (pcf):135.5
Moisture Content (%):6.5
Dry Density (pcf):127.2
Geotechnics Representative :Mason Hunt EL Date:6/11/19
Project Number :2019-161
Client:
Project Name :
Smith & Gardner
HighPoint C&D Landfill Phase 3A
Drive Cylinder - ASTM D 2937
Mold
Moisture / Density
Checked by:
SFDR-01
5/28/19 to 5/30/19
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

Report Number :
Date (s) :
Test Information
Test Number :DC-02 DC-03 DC-04
Nuclear Test Number :ND-14 ND-16 ND-22
Location:See Map See Map See Map
Depth (ft):LIFT 4 LIFT 5 LIFT 6
Date :3-Jun 3-Jun 3-Jun
Cylinder ID 3 4 5
Weight of Cylinder (lbs.)1.31 1.31 1.31
Volume of Cylinder (ft³)0.033 0.033 0.033
Specimen
Wt. of Cylinder & WS (lbs.)5.54 5.22 5.43
Wt. of Cylinder (lbs.)1.31 1.31 1.31
Wt. of WS 4.24 3.91 4.12
Cylinder Volume (ft³)0.033 0.033 0.033
Tare Number 3 4 3
Wt. of Tare & WS (gm)465.90 824.90 627.50
Wt. of Tare & DS (gm)422.60 791.40 607.20
Wt. of Tare (gm)99.50 239.20 238.90
Wt. of Water (gm)43.30 33.50 20.30
Wt. of DS (gm)323.10 552.20 368.30
Wet Density (pcf):128.4 118.5 124.8
Moisture Content (%):13.4 6.1 5.5
Dry Density (pcf):113.2 111.7 118.3
Geotechnics Representative :Mason Hunt Date: 6/11/19
Project Number :2019-161
Client:
Project Name :
Smith & Gardner
HighPoint C&D Landfill Phase 3A
SFDR-02
6/3/19 to 6/5/19
Checked By: EL
Drive Cylinder - ASTM D 2937
Mold
Moisture / Density
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

Report Number :
Date (s) :
Test Information
Test Number :DC-05 DC-06 DC-07 DC-08
Nuclear Test Number :ND-22 ND-35 ND-39 ND-40
Location:See Map See Map See Map See Map
Depth (ft):LIFT 6 LIFT 9 LIFT 10 LIFT 9
Date :17-Jun 18-Jun 18-Jun 19-Jun
Cylinder ID 1 2 2 2
Weight of Cylinder (lbs.)1.31 1.31 1.31 1.31
Volume of Cylinder (ft³)0.033 0.033 0.033 0.033
Specimen
Wt. of Cylinder & WS (lbs.)5.66 5.66 5.56 5.49
Wt. of Cylinder (lbs.)1.31 1.31 1.31 1.31
Wt. of WS 4.36 4.35 4.25 4.18
Cylinder Volume (ft³)0.033 0.033 0.033 0.033
Tare Number 2 4 4 4
Wt. of Tare & WS (gm)1005.80 806.10 744.50 742.90
Wt. of Tare & DS (gm)916.60 748.00 696.40 701.30
Wt. of Tare (gm)239.50 239.10 238.60 238.60
Wt. of Water (gm)89.20 58.10 48.10 41.60
Wt. of DS (gm)677.10 508.90 457.80 462.70
Wet Density (pcf):132.0 131.8 128.8 126.7
Moisture Content (%):13.2 11.4 10.5 9.0
Dry Density (pcf):116.6 118.3 116.5 116.3
Geotechnics Representative :Mason Hunt Date: 6/25/19
Project Number :2019-161
Client:
Project Name :
Smith & Gardner
HighPoint C&D Landfill Phase 3A
SFDR-03
6/27/19-6/20/19
Checked By: EL
Drive Cylinder - ASTM D 2937
Mold
Moisture / Density
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

Report Number :
Date (s) :
Test Information
Test Number :DC-09 DC-10
Nuclear Test Number :ND-52 ND-81
Location:See Map See Map
Depth (ft):LIFT 11 LIFT 9
Date :24-Jun 19-Jun
Cylinder ID 1 2
Weight of Cylinder (lbs.)1.31 1.31
Volume of Cylinder (ft³)0.033 0.033
Specimen
Wt. of Cylinder & WS (lbs.)5.15 5.52
Wt. of Cylinder (lbs.)1.31 1.31
Wt. of WS 3.84 4.21
Cylinder Volume (ft³)0.033 0.033
Tare Number 2 4
Wt. of Tare & WS (gm)607.20 1093.90
Wt. of Tare & DS (gm)576.60 983.80
Wt. of Tare (gm)236.60 237.60
Wt. of Water (gm)30.60 110.10
Wt. of DS (gm)340.00 746.20
Wet Density (pcf):116.4 127.5
Moisture Content (%):9.0 14.8
Dry Density (pcf):106.8 111.1
Geotechnics Representative :Mason Hunt Date: 7/2/19
Project Number :2019-161
Client:
Project Name :
Smith & Gardner
HighPoint C&D Landfill Phase 3A
SFDR-04
06/24/19 to 06/28/19
Checked By: EL
Drive Cylinder - ASTM D 2937
Mold
Moisture / Density
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

Report Number :
Date (s) :
Test Information
Test Number :DC-11
Nuclear Test Number :ND-89
Location:See Map
Depth (ft):LIFT 5
Date :1-Jul
Cylinder ID 1
Weight of Cylinder (lbs.)1.31
Volume of Cylinder (ft³)0.033
Specimen
Wt. of Cylinder & WS (lbs.)5.48
Wt. of Cylinder (lbs.)1.31
Wt. of WS 4.17
Cylinder Volume (ft³)0.033
Tare Number 1
Wt. of Tare & WS (gm)826.40
Wt. of Tare & DS (gm)768.70
Wt. of Tare (gm)237.10
Wt. of Water (gm)57.70
Wt. of DS (gm)531.60
Wet Density (pcf):126.4
Moisture Content (%):10.9
Dry Density (pcf):114.0
Geotechnics Representative :Mason Hunt Date: 7/10/19
SFDR-05
07/01/19 to 07/02/19
Checked By: EL
Drive Cylinder - ASTM D 2937
Mold
Moisture / Density
Project Number :2019-161
Client:
Project Name :
Smith & Gardner
HighPoint C&D Landfill Phase 3A
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD

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

Report Number :
Date (s) :
Test Information
Test Number :DC-12
Nuclear Test Number :ND-98
Location:See Map
Depth (ft):LIFT 8
Date :8-Jul
Cylinder ID 1
Weight of Cylinder (lbs.)1.31
Volume of Cylinder (ft³)0.033
Specimen
Wt. of Cylinder & WS (lbs.)5.58
Wt. of Cylinder (lbs.)1.31
Wt. of WS 4.27
Cylinder Volume (ft³)0.033
Tare Number 2
Wt. of Tare & WS (gm)695.20
Wt. of Tare & DS (gm)647.50
Wt. of Tare (gm)238.00
Wt. of Water (gm)47.70
Wt. of DS (gm)409.50
Wet Density (pcf):129.5
Moisture Content (%):11.6
Dry Density (pcf):116.0
Geotechnics Representative :Mason Hunt Date: 7/10/19
SFDR-06
07/08/19 to 07/09/19
Checked By: EL
Drive Cylinder - ASTM D 2937
Mold
Moisture / Density
Project Number :2019-161
Client:
Project Name :
Smith & Gardner
HighPoint C&D Landfill Phase 3A
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
ND 2
ND 11
ND 10
ND 9
ND 8
ND 7
ND 3
ND 6
ND 4
ND 5
ND 1
SFDR - 01
ND 1-11
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
ND 16
ND 20
ND 21
ND 18
ND 19
ND 22 ND 15
ND 17
ND 14 ND 12
ND 13
SFDR - 02
ND 12-22
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
ND 44
ND 43
ND 42
ND 41
1B
ND 38
ND 36
ND 37
ND 39
ND 40
ND 35
ND 34
ND 32
ND 31
ND 30
ND 33
1A
ND 29
ND 28
ND 27
ND 26
ND 25
ND 22
ND 23
ND 24
SFDR - 03
ND 22-44
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
ND 79
ND 84
ND 82 ND 83
ND 81
ND 66
ND 64
ND 80
ND 78
ND 77
ND 73
ND 76
ND 72
ND 71
ND 75
ND 70
ND 69
ND 74
ND 51
ND 50
ND 67
ND 68
ND 65
3
ND 62
ND 61
ND 57
ND 58
ND 59
ND 60
ND 56
ND 55
ND 49
ND 48
ND 54
ND 47
ND 45
ND 46
ND 53
ND 52
SFDR - 04
ND 45-84
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
ND 92
ND 91
ND 90 ND 88
ND 87
ND 86
ND 85
ND 89
SFDR - 05
ND 85-92
DocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD
ND 102
ND 103
ND 101
ND 100
ND 99
ND 98 ND 97
ND 96
ND 94
ND 95
ND 93
SFDR - 06
ND 93-103
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Appendix I
Record Drawings
Construction Quality Assurance Report
Phase 3A Construction
WI High Point C&D Landfill
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ASPHALTFES ELEV.= 804.2'FES ELEV.= 806.0'18"RCP24"RCP773788811771771771771798775780785790805800795785
780790785780790785780775790785780775805770770775770770765760780780775770765760795790785810805800810810810805810 805805805800RIP-RAP CHECK DAM(TYP.)RIP-RAP CHECK DAM(TYP.)STONE FILTER FENCECENTERLINE OFDRAINAGE CHANNELCENTERLINE OFDRAINAGE CHANNELCENTERLINE OFDRAINAGE CHANNELCENTERLINE OFDRAINAGE CHANNELE(X)= 1,726,800
E(X)= 1,726,800
E(X)= 1,727,400
N(Y)= 801,400N(Y)= 801,400N(Y)= 802,800N(Y)= 802,800E(X)= 1,727,400
GRAVELINV. ELEV.= 783.7'INV. ELEV.= 783.0'RIP-RAP CHECK DAM(TYP.)SURVEY LIMITSSURVEY LIMITSSURVEY LIMITSSURVEY LIMITSCONCRETE PADGCL LIMITS(TYP.)UNDERDRAIN LIMITS (TYP.)770.4770.6752.9781.7781.9779.3779.6800.2793.0784.4809.4810.4PHASE 2A(ACTIVE)RECLAMATIONFACILITYPHASE 2B-1(ACTIVE)PHASE 2B-2(ACTIVE)PHASE 3B(FUTURE)PHASE 4(FUTURE)PHASE 6(FUTURE)PHASE LIMITS PERENGINEER DRAWING(SEE PLAN REFERENCE)PHASE LIMITS PERENGINEER DRAWING(SEE PLAN REFERENCE)SURVEY LIMITSCENTERLINE OFDRAINAGE CHANNEL754.4SHADED AREA WAS TAKEN FROMSURVEY DATED 2019-01-21 BYSURVEYING SOLUTION, PC.PHASE 3A3.01 ACRESLICENSES: C-1948 (NC), C.O.A. 4197 (SC), 0405001789 (VA)307 EAST MAIN ST., YOUNGSVILLE, NC 27596919-554-0902 | [e-mail] | SURVEYPC.COMSHEET 1 OF 1DATE REVISION(S)0' 50' 100' 150'TOWNSHIP: HIGH POINTCOUNTY: GRUILFORDSTATE: NCSCALE: 1"=50'SURVEY DATE: 07/16/19PROJECT: 190003DWG: 190030 HIGH POINT PHASE 3ARECORD SURVEYASBUILT SURVEY OF THE SUBGRADE AND DRAINAGEGFL ENVIRONMENTAL INC.PHASE 3AWI HIGH POINT LANDFILL, LLCHIGH POINT, NORTH CAROLINAVICINITY MAP(NOT TO SCALE)NOTES1. COORDINATES SHOWN ARE NC GRID NAD 83 2011 ANDELEVATIONS ARE NAVD 88.2. REFERENCE POINT INFORMATION DENOTED WITH AN "*"WERE PROVIDED BY THE CONTRACTOR AND WERE NOTLOCATED UNDER THE SUPERVISION OF A PROFESSIONAL LANDSURVEYOR.SITEI, DWAYNE R. KROEZE, HEREBY CERTIFY THAT THIS MAP WAS DRAWNUNDER MY SUPERVISION FROM AN ACTUAL SURVEY MADE UNDER MYSUPERVISION, THAT THE ELEVATIONS REPRESENTED BY ANY CONTOURLINE AS PLOTTED DO NOT HAVE A VERTICAL ERROR GREATER THAN 0.5'OVER 90% OF THE AREA COVERED. ALL LOCATIONS SHOWN ARE TRUEAND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF._____________________________________________________________DWAYNE R. KROEZE, P.L.S. L-3911 DATELEGENDINDEX CONTOURINTERMEDIATE CONTOURSPOT ELEVATIONSTORM DRAIN LINE100SDRIP-RAPNC GRID (NAD 83)GRAVELPLAN REFERENCEPLANS BY: SMITH + GARDNERPLAN TITLE: HIGH POINT C&D LANDFILL PHASE 3A CONSTRUCTION DRAWINGSREVISION: 1PLAN DATE: FEBRUARY 2019NORTHCAROLIN A EZEORK.R ENYAWDPROFESSIONALRO YEVRUSDNALSEALL-3911REFERENCE POINT LOCATION DETAIL(NOT TO SCALE)LOCATION OF GCLANCHOR TRENCHREFERENCE POINTSGCLLOCATION OFUNDERDRAINREFERENCEPOINTSUNDERDRAINGCL ANCHOR TRENCH REFERENCE POINT LOCATIONTOP OF UNDERDRAIN REFERENCE POINT LOCATION℄GCL ANCHOR TRENCH REFERENCE POINTSUNDERDRAIN REFERENCE POINTS(*SEE NOTE 2)LOCATION OF GCLANCHOR TRENCHREFERENCE POINTS08/13/19 ADDED NOTE 2 AND THE UNDERDRAIN POINTS FROMCONTRACTORI, DWAYNE R. KROEZE, PLS L-3911 HEREBY CERTIFY THAT THE THESURVEYED ELEVATIONS SHOWN INSIDE OF THE PHASE 3A LIMITS ARE ATOR ABOVE THE INTERPOLATED PLAN DESIGN ELEVATION AS SHOWN ONTHE REFERENCED PLANS, AS VERIFIED AT A MINIMUM OF 100' INTERVALSALONG ALL TOPS OF SLOPES, TOES OF SLOPES AND GRADES BREAKSAS WELL AS 100' CENTERS IN STRAIGHT GRADE AREAS._____________________________________________________________DWAYNE R. KROEZE, P.L.S. L-3911 DATE09/11/19 ADDED ADDITIONAL CERTIFICATIONAND CORRECT TO THE BEST OF MY KNOWLE_________________________________________________________________________________________________________________________________________________________________________________________DWAYNE R. KRKRKRKRKRKRKRRKRKROEZE, P.L.S. L-3911 AS WELL AS 100 CENTERS IN STRAIGHT GRA_____________________________________________________________________________________________________________________________________________________________DWAYNE R. KRKRKRKRKRKRKRKRKRKROEZE, P.L.S. L-3911 NOOOOOOOOOOOOORRRRRRRRRRTHCAROOOOOOOOOLLLLLLLLLLLLIIIIIIIIIIINNNNNNNNNNNNNNN A
PRRRRRRRRROOOOOOOOOOOFFFFESSSSSSSSSSSSSSSSSSSSSSSSSSSSSIOOOOOOOOOOONNNNNNNNNNNAAAAAAAAAAAAA L
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SITE LOCATION MAP
NOT TO SCALE
STANDARD DETAIL CALLOUT
SECTION REFERENCED
SHEET WHERE SECTION IS PRESENTED
SHEET SET REVISION NUMBER
STANDARD DETAIL LABEL AND CALLOUT
DETAIL REFERENCED
STANDARD SECTION LOCATION
CALLOUT (SHEET AND DETAIL)
STANDARD REVISION
CALLOUT (SHEET AND DETAIL)
SHEET WHERE DETAIL
IS PRESENTED
SHEET WHERE DETAIL
IS PRESENTED
DETAIL REFERENCED
SITE LOCATION
WI HIGH POINT LANDFILL, LLC
HIGH POINT, NORTH CAROLINA
HIGH POINT C&D LANDFILL PHASE 3A
CONSTRUCTION DRAWINGS
FEBRUARY 2019
CONSTRUCTION ISSUE: APRIL 2019
RECORD ISSUE: JULY 2019
GFL ENVIRONMENTAL, INC.G:\CAD\WCA High Point\WIHIGHPOINT 19-1\record Issue\sheets\WI-D1384.dwg - 7/29/2019 11:05 AM14 N. Boylan Avenue, Raleigh NC 27603919.828.0577
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electronic files and the signed and sealed hard copies, the hard
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© 2019 Smith Gardner, Inc.
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. F-1370 (ENGINEERING)
919.828.0577
1526 Richland St., Columbia SC 29201
SC COA NO. C01488

WI HIGH POINT
LANDFILL, LLC

HIGH POINT C&D LANDFILL
PHASE 3A
CONSTRUCTION DRAWINGS

EXISTING CONDITIONS

W.M.B.
C.T.J.
WIHIGHPOINT 19-1
AS SHOWN
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electronic files and the signed and sealed hard copies, the hard
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provided by Smith Gardner, Inc., constitutes an acceptance of
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© 2019 Smith Gardner, Inc.
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. F-1370 (ENGINEERING)
919.828.0577
1526 Richland St., Columbia SC 29201
SC COA NO. C01488

WI HIGH POINT
LANDFILL, LLC

HIGH POINT C&D LANDFILL
PHASE 3A
CONSTRUCTION DRAWINGS

PHASE 3A SUBGRADE
GRADING AND DRAINAGE PLAN

W.M.B.
C.T.J.
WIHIGHPOINT 179-1
AS SHOWN
JAN. 2019
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SEALSEALSMITHGARDNERENGINEERS+Electronic files are instruments of service provided by SmithGardner, Inc. for the convenience of the intended recipient(s), andno warranty is either expressed or implied.  Any reuse orredistribution of this document in whole or part without thewritten authorization of Smith Gardner, Inc., will be at the solerisk of the recipient.  If there is a discrepancy between theelectronic files and the signed and sealed hard copies, the hardcopies shall govern.  Use of  any electronic files generated orprovided by Smith Gardner, Inc., constitutes an acceptance ofthese terms and conditions.© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603NC LIC. NO. F-1370 (ENGINEERING)919.828.05771526 Richland St., Columbia SC 29201SC COA NO. C01488  WI HIGH POINTLANDFILL, LLC  HIGH POINT C&D LANDFILLPHASE 3ACONSTRUCTION DRAWINGS   UNDERDRAINPLAN AND PROFILE   W.M.B.C.T.J.WIHIGHPOINT 17-1AS SHOWNMARCH 2017WI-D13734X114/19ISSUED FOR CONSTRUCTION24/19FIELD ORDER NO. 237/19RECORD ISSUE                           NOT FOR CONSTRUCTIONRECORD ISSUEDocuSign Envelope ID: 8EE0C102-3CD9-448A-9ED2-4C5B6CBAF6FD9/12/2019
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no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2019 Smith Gardner, Inc.
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. F-1370 (ENGINEERING)
919.828.0577
1526 Richland St., Columbia SC 29201
SC COA NO. C01488

WI HIGH POINT
LANDFILL, LLC

HIGH POINT C&D LANDFILL
PHASE 3A
CONSTRUCTION DRAWINGS

EROSION AND SEDIMENTATION
CONTROL DETAILS
(SHEET 1 OF 2)

W.M.B.
C.T.J.
WIHIGHPOINT 19-1
AS SHOWN
JAN. 2019
WI-D1387
5 EC1
1 4/19 ISSUED FOR CONSTRUCTION
3 7/19 RECORD ISSUE

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Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2019 Smith Gardner, Inc.
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. F-1370 (ENGINEERING)
919.828.0577
1526 Richland St., Columbia SC 29201
SC COA NO. C01488

WI HIGH POINT
LANDFILL, LLC

HIGH POINT C&D LANDFILL
PHASE 3A
CONSTRUCTION DRAWINGS

EROSION AND SEDIMENTATION
CONTROL DETAILS
(SHEET 2 OF 2)

W.M.B.
C.T.J.
WIHIGHPOINT 17-1
AS SHOWN
MARCH 2017
WI-D1387
6 EC2

3 7/19 RECORD ISSUE

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