DWQ-2025-000758

GEM ENGINEERING, INC. ♦ 485 North Aviation Way ♦ Cedar City, UT 84721
Phone [phone] ♦ www.gemengineeringinc.com
GEM
Engineering, Inc.

Geotechnical Investigation

Holt Dairy Digester
198 South 1200 West
Near Newcastle, Iron, Utah

Prepared For:

Newcastle Biogas, LLC.
PO Box 130
Enterprise, Utah 84725

January 7, 2025

Report Number: 24-2061-RG594

Copyright 2025 GEM Engineering, Inc.
All Rights Reserved

Gem ENGINEERING, INC.
485 North Aviation Way ♦ Cedar City, UT 84721
Phone [phone] ♦ www.gemengineeringinc.com

24-2061-RG3594 GEM ENGINEERING, INC. i

January 7, 2025

Newcastle Biogas, LLC
PO Box 130
Enterprise, Utah 84725

Subject: Holt Dairy Digester
198 South 1200 West
Near Newcastle, Iron, Utah

Enclosed is our geotechnical investigation report for the subject proposed replacement digester pond to be constructed at the subject site near Newcastle, Utah.

The report details our field exploration and laboratory testing program and presents our
analysis, opinions and recommendations for the proposed project.

Moderately collapsible/compressible soils were encountered which will need to be
overexcavated and recompacted as outlined in this report.
We appreciate this opportunity to be of service on this phase of the project and look forward to being of service as the project progresses. If you have any questions, please contact this office at your convenience.

Sincerely,
GEM Engineering, Inc.

Brennan L. Stucker, E.I.T. Robert W. Corry, P.E., S.E. Field Engineer President

1/7/25

24-2061-RG3594 GEM ENGINEERING, INC. ii
TABLE OF CONTENTS

Page No.

1.0 INTRODUCTION ............................................................................................. 1

1.1 General ................................................................................................... 1
1.2 Project Description ............................................................................... 1

2.0 FIELD EXPLORATION .................................................................................. 2

3.0 LABORATORY TESTING ............................................................................. 3

4.0 GEOLOGIC AND SEISMIC CONDITIONS ................................................ 4

4.1 Geologic Setting ..................................................................................... 4
4.2 Faulting ................................................................................................. 4
4.3 Seismicity ............................................................................................... 5
4.4 Geologic Hazards .................................................................................. 5

5.0 SITE CONDITIONS ......................................................................................... 7

5.1 Surface Conditions ................................................................................ 7
5.2 Subsurface Conditions .......................................................................... 7

6.0 ENGINEERING ANALYSES AND RECOMMENDATIONS ..................... 8

6.1 General ................................................................................................... 8
6.2 Construction Considerations ............................................................... 8
6.3 Earthwork .............................................................................................. 9

6.3.1 Site Preparation and Grading .................................................. 9
6.3.2 Excavations .............................................................................. 10
6.3.3 Material Volume Changes ...................................................... 10
6.3.4 Structural Fill .......................................................................... 11

6.4 Soil Corrosion and Weathering Considerations ............................... 12
6.5 Moisture Protection and Drainage .................................................... 12
6.6 Digester Pond Considerations ............................................................ 12
7.0 CLOSURE ....................................................................................................... 14

7.1 Limitations ........................................................................................... 14
7.2 Additional Services ............................................................................. 14

24-2061-RG3594 GEM ENGINEERING, INC. iii
APPENDICES

Appendix A

Site Plan ........................................................................................... Plate 1
Bore Logs ......................................................................................... Plates 2-19
Laboratory Test Summary ............................................................. Plates 20-25
Consolidation Test Results ............................................................. Plates 26-56
Unified Soils Classification Chart .................................................. Plate 57

24-2061-RG3594 GEM ENGINEERING, INC. Page 1
1.0 INTRODUCTION

1.1 General
This report presents the results of a geotechnical investigation performed for a proposed
replacement digester pond at 198 South 1200 West near Newcastle, Iron County, Utah.
The study was conducted in accordance with the client’s authorization.

The purposes of this investigation were to: (1) evaluate the general nature and engineering
properties of the subsurface soils at the site; (2) identify the general site geologic conditions
and (3) provide recommendations and opinions regarding general site grading and the
design and construction of a digester pond. The investigation included a site
reconnaissance, subsurface exploration, representative soil sampling, laboratory testing,
engineering analyses, review of existing geologic studies performed in the area and
preparation of this report.

The recommendations contained in this report are subject to the limitations presented in
the "Limitations" section of the report. We recommend that all individuals reading this
report read the limitations section of this document.

1.2 Project Description
We understand that a proposed replacement digester pond will be constructed at the
location described near Newcastle, Utah. Structural loads are expected to be relatively low
to moderate.

The site plan on Plate 1 shows the approximate bore locations with respect to the existing
digester pond and existing near by structures.

24-2061-RG3594 GEM ENGINEERING, INC. Page 2
2.0 FIELD EXPLORATION

The subsurface soil conditions were explored by boring 6 exploratory holes to depths of
approximately 40 to 80 feet below the existing site grade.The approximate locations of
these explorations are shown on Plate 1. Soils and subsurface conditions encountered in
the explorations were classified, logged and recorded at the time of excavation by our field
professional. The results of the explorations are presented on the enclosed Plates 2 through
19. A key to soil symbols and terms is found on Plate 57.

24-2061-RG3594 GEM ENGINEERING, INC. Page 3
3.0 LABORATORY TESTING

Representative soil samples from the explorations were tested in the laboratory to verify
the field classifications and to evaluate other pertinent engineering characteristics. The soil
samples were tested for solubility, Atterberg limits, maximum density, consolidation, and
expansion behavior. Results are presented on Plates 20 through 56.

24-2061-RG3594 GEM ENGINEERING, INC. Page 4
4.0 GEOLOGIC AND SEISMIC CONDITIONS

4.1 Geologic Setting
The Escalante Valley lies along the western border of the Basin and Range and the
Colorado Plateau physiographic provinces. The valley is characterized by normal fault-
block structure common to the Basin and Range Province. The Hurricane fault zone is
several miles wide and includes several structural units separated by major normal faults
trending northward to northeastward. East of the fault zone, rock strata dip gently eastward;
gently inclined strata characterize much of the Colorado Plateau Province (Geology of
Eastern Iron County, Utah, Utah Geological and Mineralogical Survey, Bulletin No. 37,
1950).

Escalante valley is bounded by Tertiary age igneous intrusions observed both to the east
and west that intruded existing formations. Alluvial deposits, placed as valley fill derived
from the adjacent hills and upland areas, range in size from clay to boulders. (GEM
Engineering, field investigation.). As the streams enter the valley and lose velocity with
decreasing gradient, alluvial materials are deposited. Coarser material is deposited in the
higher valley areas and progressively finer material is deposited toward the valley bottoms.
Stream discharge and amounts are irregular and vary over a wide range. (Technical
Publication No. 60, State of Utah Department of Natural Resources, 1978).

Groundwater was not encountered during our investigation. It is estimated to be over 80
feet below the site.

4.2 Faulting
The Escalante Valley lies near the western border of a zone of pronounced seismic activity.
The Hurricane Fault Zone, a prominent north-south trending fault zone with suspected
Quaternary displacement, extends through the eastern portion of Cedar City. This zone of
fracture is about 200 miles long within which the displacement of the sedimentary beds
ranges from 1,500 feet to as much as 8,000 feet (Geological and Mineralogical Survey,
Bulletin No. 37, 1950). Two minor, local faults have been mapped near the project site.

24-2061-RG3594 GEM ENGINEERING, INC. Page 5
The Enterprise (faults) exist southwest of the project site and the Antelope Range fault is
northeast of the project site (Anderson and Christenson 1989).

4.3 Seismicity
The Escalante Valley lies near the southern end of a zone of pronounced earthquake activity
that extends from southwestern Utah to northwestern Montana (Christenson and Deen,
1983). An earthquake of magnitude 5.9 occurred in 1992 approximately 63 Miles south of
the site along the Washington Fault. We recommend that the new facilities be designed in
accordance with the International Building Code applicable to a Residential Seismic
Design Category of “D1”.

The soil meets the 2021 International Building Code (IBC) requirements for a site class D.

4.4 Geologic Hazards
GEM Engineering reviewed the location for the presence of geologic hazards as required
by the Iron County Geologic Condition Reporting Ordinance Chapter 17.59. The following
table summarizes our findings based upon excavations, visual site observations and
geologic hazard maps produced and/or provided by Iron County.

24-2061-RG3594 GEM ENGINEERING, INC. Page 6
Geologic
Condition Determination Method
Site Within
Hazard
Area
Surface-Fault
Ruptures
No evidence of know faults
was found within 500 feet of
the proposed structure
location.
Visual observation and USGS
Fault Maps No
Landslide / Slope
Instability
Evidence of landslide and/or
slope instability was not
encountered in the vicinity of
the site.
Visual observation, aerial
photograph(s) and Landslide
Map of Utah
No
Rock Fall
No evidence of past rock falls
was observed and proposed
structure location is not within
22 degree shadow angle of
rock-fall source area
Visual observation No
Debris Flow
Structure is located within a
mapped debris flow study
area.
Iron County Debris Flow Map Yes
Liquefaction
Structure is not located within
a mapped area where
groundwater is within 50 feet
of surface.
Iron County Groundwater Map
and exploratory excavation No
Land Subsidence
& Earth Fissure
No know earth-fissures or land
subsidence are located within
½ mile of proposed structure
location.
Iron County Earth Fissures
Map No

Based upon our review the site is located within one or more geologic hazard study area.
However, the site is located approximately 1.92 miles northwest of the mouth of the nearest
source canyon. Based on this information and the size of the drainage area, as well as the
fact that this is a proposed pond and not a residential structure, it is the opinion of GEM
Engineering, Inc. that the likelihood of the pond being damaged by a debris flow is small
and that no additional Geologic Hazards Report is not necessary. It is the our opinion that
the site is suitable for the proposed construction provided that all of the recommendations,
requirements and remediation contained within this Geotechnical Investigation Report are
followed.

24-2061-RG3594 GEM ENGINEERING, INC. Page 7
5.0 SITE CONDITIONS

5.1 Surface Conditions
As stated previously the site is located at 198 South 1200 West near Newcastle, Iron
County, Utah, as shown on Plate 1. At the time of our investigation of the proposed digester
pond location it was found to have an existing digester pond approximately 400 feet by
1,225 feet in size. The area was relatively flat and surrounded by existing cattle buildings
and other agricultural land.

5.2 Subsurface Conditions
The on site soils encountered in the excavations generally consisted of seeming randomly
alternating layers of fine grained clays, silts and sands with some layers of more corse
sands with some small gravel in each of the exploratory borings. Due to the generally
similar make up of fine grained soils it is difficult to determine the actual depths of
changing soil types, therefore the actual layer thicknesses may differ from those recorded
in the boring logs on Plates 2 through 19.

Numerous factors contribute to fluctuations in groundwater levels and locations. The
evaluation of these factors was beyond the scope of this study. However, groundwater was
not encountered during the exploration. The soils were in a slightly moist to very moist
condition throughout the depths explored.

The encountered subsurface conditions are described in detail on the enclosed boring logs,
Plates 2 through 19. Due to the nature and depositional characteristics of the native soils,
care should be taken in extrapolating subsurface conditions beyond the exploration
locations.

The laboratory tests results indicated that the on-site soils exhibited a relatively low
solubility, low to moderate plasticity and a moderate to high collapse potential.

24-2061-RG3594 GEM ENGINEERING, INC. Page 8
6.0 ENGINEERING ANALYSIS AND RECOMMENDATIONS

6.1 General
Based on our investigation there are loose, soft and/or collapsible soils located at the site
which will require stabilization and/or overexcavation prior to the placement of structural
fill. However, it is our opinion that the subject site is suitable for the proposed construction
provided that the recommendations contained in this report are followed.

The following sections of this report present our recommendations to reduce the potential
for structural damage. They contain specific opinions and recommendations concerning
construction considerations, site preparation and grading, structural fill, soil corrosion and
moisture protection.

Project design Manual contains recommendations for the 8 inches of sub-liner
material beneath the HDPE – Liner Material and the recommendations for the
installation of the 60 mil HDPE liner.

One of the most critical recommendations to follow in order to reduce potential for
structural damage is to set the embankment elevations high enough to facilitate proper
drainage away from the pond.

6.2 Construction Considerations
Embankments for digester pond can be constructed with a maximum exterior slope of 3:1
(horizontal to vertical) and a maximum interior slope of 3:1 (horizontal to vertical). During
installation of the HDPE liner precautions must be taken to prevent damage to the liner.
Continuous inspection of this installation will be required. After overexcavation and
recompaction are completed, the pond embankments can be supported by properly placed
and compacted structural fill.

24-2061-RG3594 GEM ENGINEERING, INC. Page 9
6.3 Earthwork

6.3.1 Site Preparation and Grading
Within the areas to be graded, any existing vegetation, loose soils, and debris,
should be removed and hauled off the site. Any undocumented fill soils, and soft,
loose, collapsible and/or disturbed native soils should be excavated to expose
competent, dense or medium dense native soils.

Based upon soil types and laboratory consolidation tests, the required depth of
overexcavation is as follows: A minimum of 4 feet below the bottom of pond
embankment elevation or 5 feet below the existing site grade, whichever is greater.
Overexcavations should extend laterally beyond the edges of the pond
embankment, at the exterior side, at least a distance equal to the depth of
overexcavation.

If loose soft or pumping soils are encountered at the bottom of the overexcavations,
stabilization and/or additional overexcavation will be required prior to the
placement of structural fill. Overexcavations may be terminated if competent,
medium-dense granular soils are encountered. A GEM Engineering representative
should observe excavation and determine if it is acceptable to terminate the
excavation or reduce the overexcavation depth.

The majority of on-site soils, free of organics and debris, should be suitable for
reuse as structural fill. If using on-site soils for backfill or structural fill a shrinkage
factor of up to 20 percent can be expected.

Following excavation of the unsuitable soils as described above, a representative of
this office should observe the excavation bottoms prior to the continuance of
grading to verify that unsuitable materials have been removed and that competent
soils have been exposed. The native soils exposed after overexcavation should be
scarified to a depth of 6 inches, brought to within 2 percent of the optimum moisture

24-2061-RG3594 GEM ENGINEERING, INC. Page 10
content for granular soils and slightly above optimum for fine-grained soils, and
compacted to at least 90 percent of the maximum dry density for granular soils and
85 percent of the maximum dry density for fine grained soils as determined by
ASTM D1557. The site should then be brought to the proper grade with structural
fill as described in the Structural Fill section.

Subgrade materials supporting pond embankments should be kept moist and not be
allowed to dry out and crack. If the subgrade has been disturbed or dried out prior
to placement of aggregate base, the exposed soils should be moisture-conditioned
and recompacted as outlined in the Structural Fill section of this report.

We recommend that a GEM Engineering representative be allowed to review the
grading plans when prepared to evaluate their compatibility with the
recommendations of this report.

6.3.2 Excavations
The majority of the soils encountered in our explorations should be excavatable
with conventional earthwork equipment. It is also possible that soft pumping soils
may be encountered. Pumping soils will need to be stabilized prior to placing of
structural fill. Safety of construction personnel is the responsibility of the
Contractor.

6.3.3 Material Volume Changes
There will be shrinkage losses when excavating and compacting the on-site soils.
An estimated average shrinkage factor of 20 percent is applicable for the loose to
medium-dense near-surface native soils. A subsidence factor of 0.1 should be used
in all areas where the surficial soils are scarified and recompacted to a depth of 6
inches.

24-2061-RG3594 GEM ENGINEERING, INC. Page 11
6.3.4 Structural Fill
All fill placed for the support of pond embankments should be structural fill.
Structural fill may consist of approved excavated on-site or imported fill materials.
Structural fill should have a swell potential less than 4 percent under a 60 psf
surcharge, have a solubility of less than 3 percent, be free of organics, salts, or inert
materials larger than 4 inches nominal size, and be similar in gradation to the on-
site soils.

Structural fill should be placed in maximum eight-inch loose lifts and compacted
on a horizontal plane, unless otherwise approved by the Geotechnical Engineer.
Soils in compacted fills should be compacted to at least 90 percent of the maximum
dry density as determined by ASTM D1557 for fine grained soils and 95 percent
for granular soils. The moisture content should be within 2 percent of optimum for
granular soils and at least 2 percent above optimum for fine-grained soils. Any
imported fill materials should be approved prior to importing. Also, prior to placing
any fill, the excavations should be observed by a GEM Engineering representative
to observe that unsuitable materials have been removed.

Structural fill shall be tested for minimum density compliance by means of a
moisture-density gauge in accordance with ASTM D6938 or other approved
methods. Moisture-density testing shall be performed at the bottom of
overexcavation and every 12 inches vertically until the top of pond embankment is
reached.

Compacted structural fill material for the 8 inches of sub-liner supporting the
HDPE liner should consist of (SM) – Silty Sand Material or finer and should
have no particles larger than 3/8 inches in diameter. The sub-liner shall be
compacted to a minimum of 90 percent of the maximum dry density as
determined by ASTM D1557 prior to the placement of the HDPE liner.
Additional recommendations for the HDPE liner placement are contained in
Project Manuel Division 33 47 13

24-2061-RG3594 GEM ENGINEERING, INC. Page 12

6.4 Soil Corrosion and Weathering Considerations
Based on similar studies performed in the area, the on-site soils contain salts in sufficient
concentration to be considered corrosive to both concrete and metal. Therefore, all concrete
in contact with the on-site soils and used in stem walls should contain Type IL or equivalent
sulfate-resistant cement, and should be placed with a maximum four inch slump.
Furthermore concrete shall meet requirements specified in Tables 19.3.1.1 & 19.3.2.1 of
ACI 318-14 for severe sulfate exposure. Special protection to buried metal pipes and water
lines should be considered for long term performance of these underground utilities.
Consideration should be given to cathodic protection of buried metal pipes, or to the use
of PVC pipe where permitted by local building codes.

6.5 Moisture Protection and Drainage
It is imperative that precautions are taken during and after construction to eliminate, or at
least minimize, wetting of soils beneath the embankments. Drainage and grading shall be
constructed in accordance with the requirements of section 1804.4 of the 2021 International
Building Code (IBC). Positive drainage shall be established away from the exterior
embankments of the pond.

All utility trenches leading into the structures should be backfilled with compacted non-
pervious fill.

6.6 Digester Pond Considerations
The soils encountered in the area of the proposed retention pond should be excavatable
with conventional earthwork equipment. Based on the observance of only small amounts
of gravel over 3/8 inch in size it may be possible to use the native material as sub-liner
material so long as any rocks over 3/8 inch in size are either removed or covered with
approved sub-liner material. A representative of GEM Engineering should verify that the
sub-liner meets the required specifications before the placement of the HDPE liner.

24-2061-RG3594 GEM ENGINEERING, INC. Page 13
All requirements for the retention pond contained in the State of Utah Division of Water
Quality Ground Water Discharge Permit must be followed.

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7.0 CLOSURE

7.1 Limitations
The recommendations contained in this report are based on the field exploration, laboratory
tests, and our understanding of the proposed construction. The subsurface data used in the
preparation of this report were obtained from the exploration made during this
investigation. It is possible that variations in the soil and groundwater conditions could
exist elsewhere on the site. The nature and extent of variations may not be evident until
construction occurs. If any conditions are encountered at the site which are different from
those described in this report, GEM Engineering should be immediately notified so that we
may make any necessary revisions to recommendations contained in this report. In
addition, if the scope of the proposed construction changes from that described in this
report, GEM Engineering should likewise be notified.

This report was prepared in accordance with the generally accepted standard of practice at
the time the report was written. Although some potential geologic hazards may be
identified in this Geotechnical Investigation Report, this is NOT a Geologic Hazards
Report and should not be regarded as such. No warranty, express or implied, is made. It is
the Client's responsibility to see that all parties to the project, including the Designer,
Contractor, Subcontractors, etc., are made aware of this report in its entirety. The use of
information contained in this report for bidding purposes should be done at the Contractor's
option and risk. GEM Engineering will not accept the responsibility for damage caused by
the uncontrolled action of water at the site.

7.2 Additional Services
The recommendations made in this report are based on the assumption that an adequate
program of tests and observations will be made during the construction to verify
compliance with the recommendations. These tests and observations should include, but
not necessarily be limited to, the following:

24-2061-RG3594 GEM ENGINEERING, INC. Page 15
 Observations and testing during site preparation, earthwork and structural
fill placement
 Observations of embankment excavations
 Consultation as may be required during construction

We also recommend that project plans and specifications be reviewed by us to verify
compatibility with our conclusions and recommendations. Additional information
concerning the scope and cost of these services can be obtained from our office.

GEM ENGINEERING, INC.

Appendix A

6
9
26 10
16
PROJECT:Holt Dairy Digester GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 1 Report No:24-2061 RG3594 ENGINEERING, INC.
SITE PLAN
Notes:
Key: Approximate Bore Location
Plan Not to Scale
N
B-1
B-2
B-3
B-4
B-5
B-6
300 South
Boring No. 1 Sheet 1 of 2
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Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)
3)
5)
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 2
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
S --FG
Sol, C - Pinhole Voids2012At, M - Sandy Silt Light Brown M
--CS
Sol, C - Pinhole Voids
15 14 At, M - Sandy Silt Light Brown SM S
Sol, C - Pinhole Voids D
10 MD
30 At, M - Silty Sand Light Brown SM to --FG
17 MD
Sol, C - Pinhole Voids
38 At, M - Clay with Sand Brown M H --CS5
Sol - Pinhole Voids
20 At, M - Clay Brown M VS --CS
11/27/2024
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(Additional comments below)
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BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
CL
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Boring No. 1 Sheet 2 of 2
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Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
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BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
ML
SM
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20 12 At,M - Sandy Silt Brown M S
11/27/2024
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(Additional comments below)
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--FG
Sol, C - Pinhole Voids
25
Sol - Pinhole Voids
13 At, M - Silty Sand Brown SM MD --FG
30 21 At, M - Well-Graded Sand with Silt Light Brown SM MD --FG
Sol, C - Pinhole Voids
35 20 At, M - Silty Sand Brown M MD --FG
Sol - Pinhole Voids
40 20 At, M - Well-Graded Sand with Silt Brown SM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MD --FG
Sol - Pinhole Voids
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 3
Boring No. 2 Sheet 1 of 2
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2
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SM
SW
SM
SW
SM
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 4
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MS --FG
Sol, C - Pinhole Voids
CL
20 7 At, M - Clay with Sand Brown M
Sol, C - Pinhole Voids
15 16 At, M - Well-Graded Sand with Silt Light Brown SM MD --CG
CL
Sol, C - Pinhole Voids
10 23 At, M - Clay with Sand Light Brown SM VS --CS
SM --FG
Sol - Pinhole Voids
30 At, M - Silty Sand Brown SM to
D
MD
CL
Sol, C - Pinhole Voids
14 At, M - Clay with Sand Brown SM S --FG5
Sol - Pinhole Voids
S --CS14At, M - Clay Light Brown SM
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
0
11/27/2024
SP
T

B
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C
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
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D
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n
s
i
t
y

4
C
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m
e
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t
a
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i
o
n

5
M
a
x

s
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z
e

6
P
a
r
t
i
c
l
e

Boring No. 2 Sheet 2 of 2
D
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S
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b
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2
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
CL
SM
SW
20 7 At, M - Clay with Sand Brown M MS
11/27/2024
SP
T

B
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
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m
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a
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5
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--FG
Sol, C - Pinhole Voids
25
Sol - Pinhole Voids
8 At, M - Silty Sand Light Brown M L --FG
30 14 At, M - Silty Sand Light Brown M MD --FG
Sol - Pinhole Voids
35 14 At, M - Silty Sand Light Brown M MD --FG
Sol - Pinhole Voids
40 18 At, M - Well-Graded Sand Light Brown SM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MD --FG
Sol - Pinhole Voids
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 5
Boring No. 3 Sheet 1 of 2
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2
SC
SM
SC
SM
SC
SM
SC
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 6
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
to --FG
Sol, C - Pinhole Voids MD
SC
20 10 At, M - Clayey Sand Brown M
L
MLSol, C - Pinhole Voids S
15 MS8At, M - Silt with Sand Brown M to --FG
SM
--FG
Sol, C - Pinhole Voids MD
10 L
10 At, M - Silty Sand Light Brown SM to --FG
Sol - Pinhole Voids
15 At, M - Silty Sand Light Brown SM MD
CL
P
Sol, C - Pinhole Voids
14 At, M - Clay with Sand Light Brown M S --FG
--FG
5
Sol - Pinhole Voids
MD15At, M - Silty-Clayey Sand Light Brown SM
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
0
11/20/2024
SP
T

B
l
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C
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u
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
r
t
i
c
l
e

Boring No. 3 Sheet 2 of 2
D
e
p
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h

(
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S
a
m
p
l
e
U
S
C
S

S
y
m
b
o
l

2
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
SC
SM
20 10 At, M - Clayey Sand Brown M L
11/20/2024
SP
T

B
l
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C
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u
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
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5
M
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s
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P
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--FG
Sol, C - Pinhole Voids to
MD
25
Sol - Pinhole Voids
15 At, M - Silty Sand Light Brown SM MD --FG
30 14 At, M - Silty Sand with Gravel Light Brown SM MD --CG
Sol - Pinhole Voids
35 8 At, M - Silty Sand Brown M L --FG
Sol - Pinhole Voids
40 32 At, M - Gravelly Sand with Silt Brown SM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
D --FG
Sol - Pinhole Voids
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 7
Boring No. 4 Sheet 1 of 4
D
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2
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 8
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MS --CS
Sol, C - Pinhole Voids
ML
20 6 At, M - Silt with Sand Light Brown M
Sol, C - Pinhole Voids
15 7 At, M - Sandy Silt Light Brown M --MS FG
SM
Sol, C - Pinhole Voids
10 8 At, M - Silty Sand Light Brown SM L --FG
CL --FG
Sol - Pinhole Voids
19 At, M - Sandy Clay Brown SM VS
SMSol, C - Pinhole Voids
12 At, M - Silty Sand Brown SM MD --FG5
ML MS --FG
Sol - Pinhole Voids
7 At, M - Silt with Sand Brown SM
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
0
12/2/2024
SP
T

B
l
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C
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u
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e
s
t
s

1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
r
t
i
c
l
e

Boring No. 4 Sheet 2 of 4
D
e
p
t
h

(
f
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S
a
m
p
l
e
U
S
C
S

S
y
m
b
o
l

2
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
20 6 At, M - Silt with Sand Light Brown M MS
12/2/2024
SP
T

B
l
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C
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s
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
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i
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n

5
M
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s
i
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6
P
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--CS
Sol, C - Pinhole Voids
25
Sol - Pinhole Voids
9 At, M - Silt with Sand Brown M S --FG
30 MS
8 At, M - Sandy Silt Brown M to --FG
Sol, C - Pinhole Voids S
ML
35 11 At, M - Silty Sand Brown M MD --FG
Sol - Pinhole VoidsSM
40 16 At, M - Well-Graded Sand with Silt Brown SM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MD --FG
Sol - Pinhole Voids
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 9
Boring No. 4 Sheet 3 of 4
D
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2
SW
SM
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
40 16 At, M - Well-Graded Sand with Silt Brown SM MD
12/2/2024
SP
T

B
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
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s
i
z
e

6
P
a
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t
i
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l
e

--FG
Sol - Pinhole Voids
45 12 At, M - Sandy Silt Brown M S --FG
Sol - Pinhole Voids
50 16 At, M - Sandy Silt Brown M VS --FG
Sol, C - Pinhole Voids
ML
55 10 At, M - Sandy Clay Brown M S
Sol - Pinhole VoidsCL --FG
60 20 At, M - Silty Sand Brown M
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MD --FG
Sol - Pinhole Voids
SM
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 10
Boring No. 4 Sheet 4 of 4
D
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h

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2
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
60 20 At, M - Silty Sand Brown M MD
12/2/2024
SP
T

B
l
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C
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s
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
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t
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l
e

SM
--FG
Sol - Pinhole Voids
65 19 At, M - Sandy Silt Brown M VS --FG
Sol - Pinhole Voids
70 9 At, M - Silt with Sand Brown VM S --FG
- Pinhole Voids
75 21 At, M - Sandy Silt Brown M VS --CS
ML
80 8 At, M - Clay with Sand Brown VM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
to --FG
- Pinhole Voids
CL
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 11
Boring No. 5 Sheet 1 of 4
D
e
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h

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a
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b
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2
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 12
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
to --CS
Sol, C - Pinhole Voids S208At, M - Silty-Clay with Sand Brown M
MSCL-
ML
Sol, C - Pinhole Voids
15 7 At, M - Silty Sand Tan SM L --FG
Sol, C - Pinhole Voids
10 6 At, M - Silty Sand Tan SM L --FG
SM
CL --FG
Sol - Pinhole Voids Brown
12 At, M - Clay to M S
Light Brown
11 At, M - Silty Sand Light Brown SM MD --FG
Sol, C - Pinhole Voids
5 SM
Sol - Pinhole Voids
21 At, M - Sandy Clay Light Brown SM VS --FG
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
0
CL
12/2/2024
SP
T

B
l
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C
o
u
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t
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e
s
t
s

1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
r
t
i
c
l
e

Boring No. 5 Sheet 2 of 4
D
e
p
t
h

(
f
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S
a
m
p
l
e
U
S
C
S

S
y
m
b
o
l

2
SW
SM
SW
SM
SW
SM
SW
SM
SW
SM
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
20 8 At, M - Silty-Clay with Sand Brown M MS
to
12/2/2024
SP
T

B
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
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t
i
c
l
e

SCL-
ML
--CS
Sol, C - Pinhole Voids
25 L
10 At, M - Silty Sand Brown M to --FG
Sol - Pinhole Voids MDSM
30 20 At, M - Well-Graded Sand with Silt and Gravel Brown SM MD --CG
Sol - Pinhole Voids
35 12 At, M - Silty Sand with Gravel Brown SM MD --CG
Sol - Pinhole VoidsSM
40 16 At, M - Well-Graded Sand with Silt Brown SM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MD --FG
Sol - Pinhole Voids
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 13
Boring No. 5 Sheet 3 of 4
D
e
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(
f
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S
a
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p
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e
U
S
C
S

S
y
m
b
o
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2
SW
SM
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
40 16 At, M - Well-Graded Sand with Silt Brown SM MD
12/2/2024
SP
T

B
l
o
w

C
o
u
n
t
T
e
s
t
s

1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
r
t
i
c
l
e

--FG
Sol - Pinhole Voids
45 11 At, M - Sandy Clay Brown M S --FG
Sol - Pinhole VoidsCL
50 L
10 At, M - Silty Sand Brown SM to --FG
Sol, C - Pinhole Voids MD
55 18 At, M - Silty Sand Brown SM MD --FG
Sol - Pinhole Voids
60 10 At, M - Silty Sand Brown M
L
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
to --FG
- Pinhole Voids MD
SM
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 14
Boring No. 5 Sheet 4 of 4
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p
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b
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2
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
60 10 At, M - Silty Sand Brown M L
to
12/2/2024
SP
T

B
l
o
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C
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u
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t
T
e
s
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
r
t
i
c
l
e

MDSM
--FG
- Pinhole Voids
65 16 At, M - Sandy Silt Brown M VS --FG
P - Pinhole VoidsML
70 18 At, M - Silty Sand Brown M MD --FG
- Pinhole Voids
75 9 At, M - Silty Sand Brown SM L --FG
- Pinhole Voids
80 24 At, M - Silty Sand Brown SM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MD --FG
- Pinhole Voids
SM
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 15
Boring No. 6 Sheet 1 of 4
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U
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b
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2
SW
SM
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 16
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
to --FG
Sol, C - Pinhole Voids MD2010At, M - Silty Sand Brown M
LSM
Sol, C - Pinhole Voids
15 6 At, M - Silt with Sand Light Brown M MS --CS
Sol, C - Pinhole Voids
10 7 At, M - Sandy Silt Brown M MS --FG
ML
--FG
Sol - Pinhole Voids
13 At, M - Well-Graded Sand with Silt Light Brown SM MD
5 At, M - Silty Sand Light Brown SM L --FG
Sol, C - Pinhole Voids
5 SM
MS
Sol - Pinhole Voids S
8 At, M - Silt with Sand Light Brown M to --FG
M
a
x

s
i
z
e

6
P
a
r
t
i
c
l
e

BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
0
ML
12/3/2024
SP
T

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C
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u
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t
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s
t
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
Boring No. 6 Sheet 2 of 4
D
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a
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U
S
C
S

S
y
m
b
o
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2
SW
SM
SW
SM
SW
SM
SW
SM
SW
SM
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
20 10 At, M - Silty Sand Brown M L
to
12/3/2024
SP
T

B
l
o
w

C
o
u
n
t
T
e
s
t
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
r
t
i
c
l
e

MDSM
--FG
Sol, C - Pinhole Voids
25 9 At, M - Silt with Sand Brown M S --FG
Sol - Pinhole VoidsML
30 16 At, M - Silty Sand Brown SM MD --FG
Sol, C - Pinhole VoidsSM
35 16 At, M - Well-Graded Sand with Silt Brown SM MD --CG
Sol - Pinhole Voids
40 14 At, M - Well-Graded Sand with Silt Brown SM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
MD --FG
Sol, C - Pinhole Voids
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 17
Boring No. 6 Sheet 3 of 4
D
e
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h

(
f
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S
a
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p
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e
U
S
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S

S
y
m
b
o
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2
SW
SM
SW
SM
SW
SM
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
40 14 At, M - Well-Graded Sand with Silt Brown SM MD
12/3/2024
SP
T

B
l
o
w

C
o
u
n
t
T
e
s
t
s

1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
t
i
o
n

5
M
a
x

s
i
z
e

6
P
a
r
t
i
c
l
e

--FG
Sol, C - Pinhole Voids
45 12 At, M - Silty Sand Brown M MD --FG
Sol - Pinhole VoidsSM
50 12 At, M - Silt with Sand Brown M S --FG
Sol, C - Pinhole VoidsML
55 9 At, M - Clay Brown VM S --FG
Sol - Pinhole Voids
60 10 At, M - Clay with Sand Brown VM
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
S --FG
- Pinhole Voids
CL
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 18
Boring No. 6 Sheet 4 of 4
D
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2
Sample:Drive Sample Bag Sample Bucket Sample No Recovery
1)
2)57
3)
5)
BORING LOG
Location:See Site Plan Elevation:Not Measured Date
Excavated:
60 10 At, M - Clay with Sand Brown VM S
12/3/2024
SP
T

B
l
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C
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1 Soil Description
(Additional comments below)
C
o
l
o
r
R
e
l
a
t
i
v
e

3
M
o
i
s
t
u
r
e
D
e
n
s
i
t
y

4
C
e
m
e
n
t
a
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i
o
n

5
M
a
x

s
i
z
e

6
P
a
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t
i
c
l
e

CL
--FG
- Pinhole Voids
65 17 At, M - Silty Sand Brown SM MD --FG
- Pinhole VoidsSM
70 16 At, M - Sandy Silt Brown M VS --FG
- Pinhole Voids
ML
75 15 At, M - Silty Sand Brown SM MD --FG
- Pinhole Voids
80 9 At, M - Silty Sand Brown M
At = Atterberg, M = Moisture, Sol = Solubility, E = Expansion, C = Consol, P = Proctor Notes:
See Plate for explanation of Unified Soil Classification System Groundwater:
L --FG
- Pinhole Voids
SM
W = Weak cementation, M = Moderate cementation, S = Strong cementation
6)B=Boulder, C= Cobble, CG=Coarse Gravel (3" - 3/4"), FG=Fine Gravel (3/4" - 1/4"), CS=Coarse Sand (#10-#4),
MS=Medium Sand (#40 - #10), FS=Fine Sand (#200 - #40), F=Fines
D = Dry, SM = Slightly Moist, M = Moist, VM = Very Moist, W = Wet Not encountered
4)Coarse Grain: VL = Very Loose, L = Loose, MD = Medium Dense, D = Dense, VD = Very Dense
Fine Grain: VSF = Very Soft, SF = Soft, MS = Medium Stiff, S = Stiff, VS = Very Stiff, H = Hard Other Notes:
Report No:24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 19
1 of 6
SW SM
SW SM
Key:
Newcastle Biogas LLC 20 Report No:24-2061 RG3594 ENGINEERING, INC.
Notes:Holt Dairy Digester PROJECT:GEM Plate:NP = Non Plastic, -- indicates no test performed 198 South 1200 West, Newcastle, Utah
Atterberg Limits are for classification of fine-grained and fine-
grained fraction of coarse-grained soils Client:
----NP NP --------0.7 92.5 77.5 28.2 6.0 NPB-1 40'Well-Graded Sand with Silt 5.3 --
------B-1 35'SM Silty Sand 11.7 --1.0 98.1 92.8 ----62.3 35.6 NP NP NP --
----0.7 2.7 ----72.6 31.6 7.9 NP NP NP
Sandy Silt 13.7 98.1
--
B-1 30'Well-Graded Sand with Silt 4.1 100.9 0.4 86.3
NP ----------90.9 79.5 38.6 16.1 NP NP
96.5 58.0 NP NP 16 --
B-1 25'SM Silty Sand 8.5 --0.8
NP NP0.5 96.0 93.4 83.3 59.9 NPB-1 20'ML
B-1 15'ML Sandy Silt 8.0 94.1 0.4 100.0 99.8
----0.7 5.9 ----96.5 75.7
--0.4 4.6 ----
10
----0.9 10.9 116.59
--------1.1 7.5
100.0 99.7 95.2 74.8 38 19
B-1 10'SM Silty Sand 8.4 87.2 1.0 99.1 37.0 26 NP
B-1 5'CL Clay with Sand 10.7 91.3 1.5
21 6 --------1.7 100.0 99.8 98.6 95.0 40B-1 2.5'
12.5
CL Clay 13.4 --
%
@
10
0
0

l
b
@
H
20
+

20
0
0

l
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D
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y
D
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Op
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u
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M
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#4 #10 #40 #200
----
LABORATORY TESTS SUMMARY Sheet
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Soil Description
F
i
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l
d

M
o
i
s
t
u
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e

(
%
)
F
i
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l
d

D
r
y
D
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n
s
i
t
y

(
p
c
f
)
So
l
u
b
i
l
i
t
y

(
%
)
Fine Sieve Atterberg Limits Expansion Net Percent
Consolidation
Modified
Proctor
% Passing
L
i
q
u
i
d
L
i
m
i
t
P
l
a
s
t
i
c
L
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m
i
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P
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a
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I
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x
L
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2 of 6
SW SM
Key:
Newcastle Biogas LLC 21 Report No:24-2061 RG3594 ENGINEERING, INC.
Notes:Holt Dairy Digester PROJECT:GEM Plate:NP = Non Plastic, -- indicates no test performed 198 South 1200 West, Newcastle, Utah
Atterberg Limits are for classification of fine-grained and fine-
grained fraction of coarse-grained soils Client:
--NP ----------92.4 79.2 29.6 4.4 NP NP
----
B-2 40'SW Well-Graded Sand 4.8 --0.4
NP NP --------0.9 91.5 82.9 59.1 35.9 NPB-2 35'SM Silty Sand 12.5 --
----B-2 30'SM Silty Sand 11.3 --0.8 92.9 87.4 ------69.2 36.8 NP NP NP --
------------94.8 66.9 36.3 NP NP NP
3.3 103.9
--
B-2 25'SM Silty Sand 18.4 --0.3 99.1
9 ----1.1 5.5 --99.5 98.8 95.5 83.3 30 21
97.8 83.2 35 20 16 --
B-2 20'CL Clay with Sand 17.7 92.6 1.3
NP NP0.4 89.7 79.6 41.8 10.5 NPB-2 15'Well-Graded Sand with Silt
B-2 10'CL Clay with Sand 8.2 93.0 0.1 100.0 99.8
------------87.4 49.8
--0.7 4.7 ----
10
----1.6 19.4 --9
--------0.1 3.0
99.8 98.8 92.8 81.7 32 18
B-2 7.5'SM Silty Sand 5.5 --0.4 96.8 28.8 26 NP
B-2 5'CL Clay with Sand 8.3 82.0 0.9
22 6 --------1.0 100.0 99.8 99.2 96.0 33B-2 2.5'
--
CL Clay 7.9 --
%
@
10
0
0

l
b
@
H
20
+

20
0
0

l
b
D
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D
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s
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y
Op
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i
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u
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M
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#4 #10 #40 #200
----
LABORATORY TESTS SUMMARY Sheet
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Soil Description
F
i
e
l
d

M
o
i
s
t
u
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e

(
%
)
F
i
e
l
d

D
r
y
D
e
n
s
i
t
y

(
p
c
f
)
So
l
u
b
i
l
i
t
y

(
%
)
Fine Sieve Atterberg Limits Expansion Net Percent
Consolidation
Modified
Proctor
% Passing
L
i
q
u
i
d
L
i
m
i
t
P
l
a
s
t
i
c
L
i
m
i
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P
l
a
s
t
i
c
i
t
y
I
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d
e
x
L
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a
d
3 of 6
SC SM
SW SM
Key:
Newcastle Biogas LLC 22 Report No:24-2061 RG3594 ENGINEERING, INC.
Notes:Holt Dairy Digester PROJECT:GEM Plate:NP = Non Plastic, -- indicates no test performed 198 South 1200 West, Newcastle, Utah
Atterberg Limits are for classification of fine-grained and fine-
grained fraction of coarse-grained soils Client:
--NP ----------75.9 61.1 29.8 11.6 NP NP
----
B-3 40'Gravelly Sand with Silt 5.2 --0.7
NP NP --------1.1 97.1 94.9 81.1 49.8 NPB-3 35'SM Silty Sand 18.1 --
----------46.5 18.6 NP NP NP --B-3 30'SM Silty Sand with Gravel 6.7 --0.9 80.4 72.0
22
------------77.4 48.3 19.5 NP NP NP
Silt with Sand 17.7 90.1
--
B-3 25'SM Silty Sand 7.6 --0.8 89.1
14 ----0.8 3.0 --96.8 91.6 70.4 42.9 36
87.7 30.0 NP NP 16 --
B-3 20'SC Clayey Sand 16.8 97.7 0.6
NP NP1.1 99.7 99.5 97.8 80.8 NPB-3 15'ML
B-3 10'SM Silty Sand 5.3 94.4 0.3 98.7 98.0
------------89.2 82.6
--0.1 1.2 ----
10
----1.0 6.0 117.09
--------0.8 8.2
99.9 99.3 95.3 71.8 28 20
B-3 7.5'SM Silty Sand 6.0 --0.8 91.6 34.5 26 NP
B-3 5'CL Clay with Sand 13.6 88.8 1.1
17 6 --------0.9 97.4 92.0 68.2 42.7 22B-3 2.5'
10.5
Silty-Clayey Sand 8.6 --
%
@
10
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LABORATORY TESTS SUMMARY Sheet
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Soil Description
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So
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(
%
)
Fine Sieve Atterberg Limits Expansion Net Percent
Consolidation
Modified
Proctor
% Passing
L
i
q
u
i
d
L
i
m
i
t
P
l
a
s
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L
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4 of 6
SW SM
Key:
Newcastle Biogas LLC 23 Report No:24-2061 RG3594 ENGINEERING, INC.
Notes:Holt Dairy Digester PROJECT:GEM Plate:NP = Non Plastic, -- indicates no test performed 198 South 1200 West, Newcastle, Utah
Atterberg Limits are for classification of fine-grained and fine-
grained fraction of coarse-grained soils Client:
------------98.0 91.0 75.3 26 19 7
----NP --------
B-4 80'CL Clay with Sand 23.2 ----99.4
NP--100.0 99.2 92.2 55.0 NPB-4 75'ML Sandy Silt 13.4 --
------96.2 77.9 NP NP NP --B-4 70'ML Silt with Sand 20.6 ----99.9 99.4
------------98.7 93.3 69.4 NP NP NP
----
----------98.9 93.1 72.7 46.2 NP NP
B-4 65'ML Sandy Silt 17.5 ----99.6
NPB-4 60'SM Silty Sand 13.0 --0.6
18 9 --------1.9 99.3 97.8 86.4 57.1 27B-4 55'
--
CL Sandy Clay 15.2 --
--1.0 2.0 ----
----
96.1 57.1 NP NP NP --B-4 50'ML Sandy Silt 14.6 106.6 0.3 99.9 99.6
------------99.1 90.9 56.4 NP NP NP
--
B-4 45'ML Sandy Silt 13.3 --2.6 99.6
NP ----------89.3 75.5 33.7 6.7 NP NP
----
B-4 40'Well-Graded Sand with Silt 5.8 --0.3
NP NP --------0.8 99.3 95.2 75.9 47.1 NPB-4 35'SM Silty Sand 12.5 --
--0.7 4.2B-4 30'ML Sandy Silt 15.0 105.0 0.3 99.9 99.2 ----89.7 65.8 NP NP NP --
--------99.3 95.5 70.0 NP NP NP
--
B-4 25'ML Silt with Sand 14.4 --1.3 99.8
NP ----0.5 3.6 --100.0 99.7 97.7 79.0 NP NP
----
B-4 20'ML Silt with Sand 16.6 90.2 0.4
NP NP0.3 99.5 98.9 94.4 64.9 NPB-4 15'ML Sandy Silt 12.2 82.4
--0.6 6.9 ----
--------1.1 6.2
92.4 41.2 NP NP 16 --B-4 10'SM Silty Sand 6.4 94.3 0.4 99.7 98.8
------------95.2 84.6 52.8 26 19 10
--
B-4 7.5'CL Sandy Clay 8.7 --0.9 98.0
9 ----0.7 11.2 --98.6 94.4 76.5 42.1 NP NP
----
B-4 5'SM Silty Sand 7.4 98.5 0.5
NP 6 --------1.3 98.1 97.1 93.0 78.6 NPB-4 2.5'ML Silt with Sand 9.7 --
%
@
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#4 #10 #40 #200
Atterberg Limits Expansion Net Percent
Consolidation
Modified
Proctor
% Passing
L
i
q
u
i
d
L
i
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i
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P
l
a
s
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L
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LABORATORY TESTS SUMMARY Sheet
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Soil Description
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F
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D
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D
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y

(
p
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So
l
u
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i
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i
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y

(
%
)
Fine Sieve
@
H
20
+

20
0
0

l
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5 of 6
SW SM
SW SM
Key:
Newcastle Biogas LLC 24 Report No:24-2061 RG3594 ENGINEERING, INC.
Notes:Holt Dairy Digester PROJECT:GEM Plate:NP = Non Plastic, -- indicates no test performed 198 South 1200 West, Newcastle, Utah
Atterberg Limits are for classification of fine-grained and fine-
grained fraction of coarse-grained soils Client:
------------88.3 56.5 27.2 NP NP NP
----NP --------
B-5 80'SM Silty Sand 8.1 ----92.9
NP--97.4 93.2 62.4 36.5 NPB-5 75'SM Silty Sand 10.8 --
------45.1 17.1 NP NP NP --B-5 70'SM Silty Sand 5.7 ----97.4 90.8
--------123.5 11.095.0 83.6 52.3 NP NP NP
----
----------98.4 94.9 78.0 47.6 NP NP
B-5 65'ML Sandy Silt 14.0 ----98.5
NPB-5 60'SM Silty Sand 13.3 ----
NP NP --------0.2 97.0 89.2 57.5 26.9 NPB-5 55'
--
SM Silty Sand 8.2 --
--0.6 1.7 ----
----
74.3 39.5 NP NP NP --B-5 50'SM Silty Sand 9.6 107.5 0.3 98.4 95.0
------------96.3 85.3 59.4 26 17 9
--
B-5 45'CL Sandy Clay 17.0 --0.1 99.7
NP ----------85.2 75.5 35.5 7.7 NP NP
----
B-5 40'Well-Graded Sand with Silt 4.7 --0.4
NP NP --------0.2 83.2 74.7 44.7 16.9 NPB-5 35'SM Silty Sand with Gravel 6.8 --
------B-5 30'Well-Graded Sand with Silt & Gravel 5.0 --0.4 85.0 70.3 ----30.7 7.9 NP NP NP --
------98.4 83.4 43.7 NP NP NP --
--
B-5 25'SM Silty Sand 11.8 --0.9 99.4
5 ----0.3 11.1 --100.0 99.8 98.1 80.5 24 19
----
B-5 20'CL-ML Silty-Clay with Sand 17.5 91.8 0.2
NP NP0.3 97.7 97.5 94.4 32.4 NPB-5 15'SM Silty Sand 3.6 96.2
--0.6 2.9 ----
--------1.0 3.4
95.7 24.6 NP NP 16 --B-5 10'SM Silty Sand 5.7 95.1 0.3 99.9 99.7
------------99.6 98.3 86.2 26 19 10
--
B-5 7.5'CL Clay 15.7 --1.5 99.8
9 ----1.2 6.8 --99.2 96.7 84.6 42.9 NP NP
----
B-5 5'SM Silty Sand 7.0 93.4 0.2
23 6 --------0.5 97.7 94.0 80.4 53.0 33B-5 2.5'CL Sandy Clay 7.9 --
%
@
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#4 #10 #40 #200
Atterberg Limits Expansion Net Percent
Consolidation
Modified
Proctor
% Passing
L
i
q
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d
L
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P
l
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LABORATORY TESTS SUMMARY Sheet
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Soil Description
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(
p
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)
So
l
u
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i
l
i
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y

(
%
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Fine Sieve
@
H
20
+

20
0
0

l
b
D
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D
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s
i
t
y
6 of 6
SW SM
SW SM
SW SM
Key:
Newcastle Biogas LLC 25 Report No:24-2061 RG3594 ENGINEERING, INC.
Notes:Holt Dairy Digester PROJECT:GEM Plate:NP = Non Plastic, -- indicates no test performed 198 South 1200 West, Newcastle, Utah
Atterberg Limits are for classification of fine-grained and fine-
grained fraction of coarse-grained soils Client:
------------88.8 70.5 32.8 NP NP NP
----NP --------
B-6 80'SM Silty Sand 12.9 ----93.6
NP--98.0 92.3 69.1 25.2 NPB-6 75'SM Silty Sand 8.0 --
------91.7 59.1 NP NP NP --B-6 70'ML Sandy Silt 13.4 ----98.1 97.1
------------85.4 67.0 30.3 NP NP NP
----
----------99.8 99.7 98.2 76.2 26 19
B-6 65'SM Silty Sand 8.5 ----93.6
7B-6 60'CL Clay with Sand 22.1 ----
22 8 --------0.2 99.8 99.4 98.0 86.3 30B-6 55'
--
CL Clay 24.4 --
--0.8 0.6 ----
----
92.9 74.9 NP NP NP --B-6 50'ML Silt with Sand 17.1 108.8 0.8 99.6 98.6
------------94.2 80.6 42.9 NP NP NP
--
B-6 45'SM Silty Sand 17.0 --0.4 97.6
NP ----0.3 1.2 --89.7 78.1 39.2
--
B-6 40'Well-Graded Sand with Silt 5.5 102.8 0.2
NP NP --------0.1 89.1 75.8 36.4 8.8 NPB-6 35'Well-Graded Sand with Silt 5.6 --
--0.5
6.5 NP NP
6.0 --
--
--45.8 19.5 NP NP NP --
--------96.7 88.1 71.4 NP NP NP
B-6 30'SM Silty Sand 6.7 108.0 0.2 91.4 80.4
--
B-6 25'ML Silt with Sand 18.0 --0.2 99.9
NP ----0.4 4.8 --99.0 96.5 86.0 48.3 NP NP
----
B-6 20'SM Silty Sand 10.7 100.5 0.2
NP NP0.2 100.0 99.6 97.1 70.1 NPB-6 15'ML Silt with Sand 13.9 81.5
--0.9 4.6 ----
--------0.5 4.7
83.2 52.0 NP NP 16 --B-6 10'ML Sandy Silt 11.3 94.7 0.2 97.2 94.4
------------78.7 39.3 9.2 26 NP 10
--
B-6 7.5'Well-Graded Sand with Silt 4.2 --0.1 88.1
9 ----0.5 4.0 --97.5 93.7 71.0 28.3 NP NP
----
B-6 5'SM Silty Sand 7.2 96.5 0.2
NP 6 --------1.0 99.8 99.4 97.4 84.3 NPB-6 2.5'ML Silt with Sand 15.1 --
%
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#4 #10 #40 #200
LABORATORY TESTS SUMMARY Sheet
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Soil Description
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e

(
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F
i
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l
d

D
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D
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n
s
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y

(
p
c
f
)
So
l
u
b
i
l
i
t
y

(
%
)
Fine Sieve
@
H
20
+

20
0
0

l
b
D
r
y
D
e
n
s
i
t
y
Atterberg Limits Expansion Net Percent
Consolidation
Modified
Proctor
% Passing
L
i
q
u
i
d
L
i
m
i
t
P
l
a
s
t
i
c
L
i
m
i
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P
l
a
s
t
i
c
i
t
y
I
n
d
e
x
L
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6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 26 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 14.53 13.33
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 12.07 10.87
4000 15.74 14.54
1000 2.12 0.92
1000 + H20 8.79 7.59
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.20 0.00
CONSOLIDATION TEST DATA
Sample Location - B-1 5'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 27 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 8.59 8.02
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 6.47 5.90
4000 9.21 8.64
1000 1.28 0.71
1000 + H20 4.36 3.79
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.57 0.00
CONSOLIDATION TEST DATA
Sample Location - B-1 10'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 28 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 6.12 5.62
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 5.11 4.61
4000 6.78 6.28
1000 1.23 0.73
1000 + H20 3.57 3.07
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.50 0.00
CONSOLIDATION TEST DATA
Sample Location - B-1 15'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 29 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 10.18 8.92
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 8.74 7.48
4000 10.93 9.67
1000 2.34 1.08
1000 + H20 6.57 5.31
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.26 0.00
CONSOLIDATION TEST DATA
Sample Location - B-1 20'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 30 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 3.53 3.23
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 2.97 2.67
4000 3.94 3.64
1000 0.95 0.65
1000 + H20 1.87 1.57
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.30 0.00
CONSOLIDATION TEST DATA
Sample Location - B-1 30'
Water added at 1000 psf
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
4.50
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 31 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 23.71 23.12
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 20.01 19.42
4000 24.38 23.79
1000 2.16 1.57
1000 + H20 15.90 15.31
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.59 0.00
CONSOLIDATION TEST DATA
Sample Location - B-2 5'
Water added at 1000 psf
0.00
5.00
10.00
15.00
20.00
25.00
30.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 32 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 7.31 6.78
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 5.20 4.67
4000 8.67 8.14
1000 1.20 0.67
1000 + H20 2.73 2.20
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.53 0.00
CONSOLIDATION TEST DATA
Sample Location - B-2 10'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 33 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 5.84 3.68
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 5.20 3.04
4000 6.47 4.31
1000 2.29 0.13
1000 + H20 4.00 1.84
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 2.16 0.00
CONSOLIDATION TEST DATA
Sample Location - B-2 15'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 34 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 9.05 7.30
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 7.28 5.53
4000 10.23 8.48
1000 2.87 1.12
1000 + H20 4.64 2.89
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.75 0.00
CONSOLIDATION TEST DATA
Sample Location - B-2 20'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 35 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 8.58 7.89
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 6.65 5.96
4000 9.29 8.60
1000 1.66 0.97
1000 + H20 3.85 3.16
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.69 0.00
CONSOLIDATION TEST DATA
Sample Location - B-3 5'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 36 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 2.09 1.58
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 1.73 1.22
4000 2.47 1.96
1000 0.65 0.14
1000 + H20 1.39 0.88
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.51 0.00
CONSOLIDATION TEST DATA
Sample Location - B-3 10'
Water added at 1000 psf
0.00
0.50
1.00
1.50
2.00
2.50
3.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 37 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 11.59 10.29
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 9.52 8.22
4000 12.40 11.10
1000 2.07 0.77
1000 + H20 6.09 4.79
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.30 0.00
CONSOLIDATION TEST DATA
Sample Location - B-3 15'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 38 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 6.42 4.64
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 4.76 2.98
4000 7.22 5.44
1000 2.54 0.76
1000 + H20 3.12 1.34
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.78 0.00
CONSOLIDATION TEST DATA
Sample Location - B-3 20'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 39 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 15.96 13.35
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 13.77 11.16
4000 16.43 13.82
1000 3.31 0.70
1000 + H20 11.54 8.93
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 2.61 0.00
CONSOLIDATION TEST DATA
Sample Location - B-4 5'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 40 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 10.62 8.84
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 8.65 6.87
4000 11.40 9.62
1000 2.36 0.58
1000 + H20 6.21 4.43
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.78 0.00
CONSOLIDATION TEST DATA
Sample Location - B-4 10'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 41 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 8.90 7.28
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 7.77 6.15
4000 9.41 7.79
1000 2.73 1.11
1000 + H20 5.31 3.69
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.62 0.00
CONSOLIDATION TEST DATA
Sample Location - B-4 15'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 42 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 5.72 5.39
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 3.95 3.62
4000 6.48 6.15
1000 0.81 0.48
1000 + H20 1.05 0.72
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.33 0.00
CONSOLIDATION TEST DATA
Sample Location - B-4 20'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 43 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 7.78 4.99
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 7.03 4.24
4000 8.24 5.45
1000 3.46 0.67
1000 + H20 5.25 2.46
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 2.79 0.00
CONSOLIDATION TEST DATA
Sample Location - B-4 30'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 44 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 3.64 2.63
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 2.97 1.96
4000 4.31 3.30
1000 2.00 0.99
1000 + H20 2.07 1.06
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.01 0.00
CONSOLIDATION TEST DATA
Sample Location - B-4 50'
Water added at 1000 psf
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
4.50
5.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 45 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 9.23 8.33
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 7.72 6.82
4000 10.06 9.16
1000 2.12 1.22
1000 + H20 5.44 4.54
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.90 0.00
CONSOLIDATION TEST DATA
Sample Location - B-5 5'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 46 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 4.12 3.27
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 3.71 2.86
4000 4.58 3.73
1000 1.49 0.64
1000 + H20 2.10 1.25
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.85 0.00
CONSOLIDATION TEST DATA
Sample Location - B-5 10'
Water added at 1000 psf
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
4.50
5.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 47 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 6.22 4.45
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 5.12 3.35
4000 6.84 5.07
1000 2.72 0.95
1000 + H20 3.97 2.20
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.77 0.00
CONSOLIDATION TEST DATA
Sample Location - B-5 15'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 48 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 16.77 13.96
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 13.88 11.07
4000 17.71 14.90
1000 3.08 0.27
1000 + H20 11.04 8.23
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 2.81 0.00
CONSOLIDATION TEST DATA
Sample Location - B-5 20'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
20.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 49 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 4.61 2.38
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 3.93 1.70
4000 5.61 3.38
1000 2.78 0.55
1000 + H20 2.98 0.75
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 2.23 0.00
CONSOLIDATION TEST DATA
Sample Location - B-5 50'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 50 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 6.24 4.78
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 5.47 4.01
4000 6.82 5.36
1000 1.97 0.51
1000 + H20 4.35 2.89
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.46 0.00
CONSOLIDATION TEST DATA
Sample Location - B-6 5'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 51 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 6.98 5.55
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 6.00 4.57
4000 7.60 6.17
1000 2.36 0.93
1000 + H20 4.26 2.83
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.43 0.00
CONSOLIDATION TEST DATA
Sample Location - B-6 10'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 52 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 7.55 5.85
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 6.40 4.70
4000 8.20 6.50
1000 2.21 0.51
1000 + H20 4.57 2.87
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.70 0.00
CONSOLIDATION TEST DATA
Sample Location - B-6 15'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 53 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 6.79 5.68
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 5.86 4.75
4000 7.34 6.23
1000 1.49 0.38
1000 + H20 3.62 2.51
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.11 0.00
CONSOLIDATION TEST DATA
Sample Location - B-6 20'
Water added at 1000 psf
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 54 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 9.24 7.66
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 7.56 5.98
4000 9.61 8.03
1000 2.09 0.51
1000 + H20 5.74 4.16
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.58 0.00
CONSOLIDATION TEST DATA
Sample Location - B-6 30'
Water added at 1000 psf
0.00
2.00
4.00
6.00
8.00
10.00
12.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 55 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 2.00 1.44
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 1.72 1.16
4000 2.50 1.94
1000 0.88 0.32
1000 + H20 0.89 0.33
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 0.56 0.00
CONSOLIDATION TEST DATA
Sample Location - B-6 40'
Water added at 1000 psf
0.00
0.50
1.00
1.50
2.00
2.50
3.00
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
6
9
26 10
16
@
*
Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 56 Report No:24-2061 RG3594 ENGINEERING, INC.
PROJECT:
500 1.71 0.13
Net consolidation assumes that existing native pressure on
soil is aproximately equal to 500 psf
Holt Dairy Digester GEM
2000 2.21 0.63
4000 2.86 1.28
1000 2.42 0.84
1000 + H20 1.70 0.12
Load (psf)Percent
Consolidation
Net Percent
Consolidation *
500 1.58 0.00
CONSOLIDATION TEST DATA
Sample Location - B-6 50'
Water added at 1000 psf
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
100 1000 10000
Pe
r
c
e
n
t

C
o
n
s
o
l
i
d
a
t
i
o
n

(
%
)

Load (psf)
24-2061 RG3594 ENGINEERING, INC.
Holt Dairy Digester PROJECT:GEM Plate:198 South 1200 West, Newcastle, Utah
Client:Newcastle Biogas LLC 57 Report No:
Silts and Clays
Liquid Limit 50 or more
MH Inorganic silts, micaceous or diatomaceous fine sandy or
silty soils, elastic silts
CH Inorganic clays of high plasticity, fat clays
OH Organic clays or medium to high plasticity,
organic silts
Highly Organic Soils PT Peat and other highly organic silts
PLASTICITY CHART
FINE GRAINED
SOILS
50% or more passes
(smaller than) the No.
200 sieve.
Silts and Clays
Liquid Limit less than 50
ML Inorganic silts and very fine sands, rock flour, silty or
clayey fine sands or clayey silts with low plasticity
CL-ML Inorganic clay-silt mixture and very fine sand, silty or
clayey fine sands or clayey silts with low plasticity.
CL Inorganic clays of low to medium plasticity, gravely
clays, sandy clays, silty clays, lean clays
OL Organic silts and organic silty clays of low plasticity
Well graded sands, gravely sands, little or no fines
SM Silty sands, sand-silt mixtures
More than 12% fines SC Clayey sands, sand clay mixtures
Less than 5% fines SP Poorly graded sands or gravely sands, little or no fines
Sands w/ Fines
Well graded gravels, gravel sand mixtures,
little or no fines
More than 50 % of
coarse part is larger
than the No. 4 sieve.
Less than 5% fines GP Poorly graded gravels/gravel sand mixtures
Gravels with Fines GM Silty gravels, gravel-sand-silt mixtures
More than 12% fines GC Clayey gravels, gravel-clay-sand mixtures
THE UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)
Major Division Symbol Color Typical Group Names
COARSE
GRAINED SOILS
50% or more is
retained (larger than)
the No. 200 sieve.
Gravels Clean Gravels GW
Sands Clean Sands SW
More than 50 % of
coarse part is smaller
than the No. 4 sieve.
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
Pl
a
s
t
i
c
i
t
y

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
CL-ML
ML
ML or OL
MH or OH
CH
CL
"A" Line