DDW-2025-004188

GEOLOGIC HAZARDS AND GEOTECHNICAL
REPORT –
Plat 3C Waterlines, Booster Pump, and Tank 5

for

Wasatch Peaks Ranch Development
Peterson, Morgan County, Utah

Prepared For:

WPR Development Company
36 South State Street, Suite 500
Salt Lake City, UT 84111

Prepared By:

Langan Engineering and Environmental Services, LLC
300 Union Boulevard, Suite 405
Lakewood, CO 80228

Luis Berroteran, P.E., P.G.
Utah Professional Engineer License No. 10421573-2202
Utah Professional Geologist License No. 10421573-2250

Patrick Cole, P.E., P.G.
Utah Professional Engineer License No. 13966087-2202
Utah Professional Geologist License No. 13966087-2250

15 January 2025
Revised 26 February 2025
170529901

Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 2 of 34

TABLE OF CONTENTS
1.0 INTRODUCTION ............................................................................................................. 5
2.0 PROJECT DESCRIPTION AND SETTING ...................................................................... 5
2.1 Proposed Waterline Utilities ......................................................................................... 6
2.2 Proposed Booster Pump Station .................................................................................. 6
2.3 Proposed Tank 5 ............................................................................................................ 6
3.0 LITERATURE REVIEW .................................................................................................... 6
3.1 Geologic Setting ............................................................................................................ 6
3.1.1 Regional Geology .......................................................................................... 6
3.1.2 Plat 3C Water Utilities Geology .................................................................... 7
3.2 Historical Topographic Maps and Aerial Photography ............................................... 7
3.3 LiDAR.............................................................................................................................. 7
3.4 InSAR.............................................................................................................................. 8
4.0 FIELD INVESTIGATION.................................................................................................. 8
4.1 Borings ........................................................................................................................... 8
4.2 Test Pits ......................................................................................................................... 9
4.3 Inclinometer Monitoring ............................................................................................. 10
4.4 Reconnaissance Geologic Mapping ........................................................................... 10
4.5 Laboratory Testing ...................................................................................................... 10
5.0 SUBSURFACE INVESTIGATION FINDINGS ............................................................... 11
5.1 Subsurface Conditions ................................................................................................ 11
5.1.1 Topsoil.......................................................................................................... 11
5.1.2 Alluvial Deposits (Qao, Qac) ....................................................................... 11
5.1.3 Mass-Movement Deposits (Qms) ............................................................... 12
5.1.4 Norwood Formation Bedrock (Tn) ............................................................. 12
5.1.5 Wasatch Formation Bedrock (Tw) .............................................................. 12
5.2 Groundwater ............................................................................................................... 13
6.0 GEOLOGIC HAZARD ASSESSMENT .......................................................................... 13
6.1 Faults and Seismicity .................................................................................................. 14
6.1.1 Liquefaction, Lateral Spreading, and Seismic Densification .................... 15
6.1.2 Fault Rupture ............................................................................................... 15
6.2 Landslides .................................................................................................................... 16
6.2.1 Monitored Landslide Movements around Plat 3C Water Utilities ........... 16
6.2.2 Slope Stability Analysis .............................................................................. 16
6.3 Avalanches ................................................................................................................... 19
6.4 Steep Slopes ................................................................................................................ 19
6.5 Heave and Settlement ................................................................................................ 20
7.0 GEOTECHNICAL RECOMMENDATIONS FOR GEOLOGIC HAZARDS ....................... 20
7.1 Booster Pump Station ................................................................................................. 21
7.2 Tank 5 ........................................................................................................................... 21
7.2.1 Lateral Earth Pressures ............................................................................... 22
7.2.2 Options for Reducing Lateral Pressures on Tank 5 ................................... 23
8.0 OTHER GEOTECHNICAL RECOMMENDATIONS ....................................................... 23
8.1 Earthwork .................................................................................................................... 23
8.2 Grading ........................................................................................................................ 23
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 3 of 34

8.2.1 Fill Slopes ..................................................................................................... 24
8.2.2 Cut Slopes .................................................................................................... 24
8.3 Erosion Control ............................................................................................................ 24
8.4 Seepage Control .......................................................................................................... 25
8.5 Engineered Fill ............................................................................................................. 26
8.5.1 Reuse of Native Soils and Moisture Conditioning .................................... 26
8.5.2 Imported Fill ................................................................................................ 26
8.5.3 Lightweight Fill and Geofoam .................................................................... 26
8.5.4 Riprap ........................................................................................................... 27
8.5.5 Contractor Submittals for Engineered Fill ................................................. 27
8.5.6 Fill Placement and Compaction .................................................................. 28
8.6 Settlement and Heave ................................................................................................ 28
8.6.1 Subgrade Improvement .............................................................................. 28
8.7 Tank 5 Foundation Recommendations ...................................................................... 28
8.7.1 Shallow Foundations .................................................................................. 28
8.7.2 Mat Foundation ........................................................................................... 29
8.7.3 Lateral Resistance ....................................................................................... 29
8.8 Water Utility Line ........................................................................................................ 29
8.9 Corrosion Protection ................................................................................................... 30
8.10 Water Control .............................................................................................................. 30
8.11 Grading and Drainage ................................................................................................. 30
9.0 SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS AND
CONSTRUCTION QUALITY ASSURANCE ............................................................................. 31
10.0 OWNER AND CONTRACTOR RESPONSIBILITIES ..................................................... 31
11.0 LIMITATIONS ............................................................................................................... 32
REFERENCES ........................................................................................................................... 33

Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 4 of 34

FIGURES
Figure 1 Property Location Map
Figure 2 Proposed Development Map
Figure 3 Regional Fault Map
Figure 4 Regional Geologic Map
Figure 5 Boring Location Plan and Geologic Map
Figure 6 InSAR Data Map
Figure 7 Generalized Cross Section PP3 X16-PP3C X16’
Figure 8 Generalized Cross Section PP3 X17-PP3C X17’
Figure 9 Generalized Cross Section PP3 X18-PP3C X18’
Figure 10 Generalized Cross Section PP3C S1-PP3C S1’
Figure 11 Plat 3C Water Utilities Slope Map
Figure 12 Lateral Earth Pressure Diagrams

APPENDICES
APPENDIX A – Historical Aerial Photographs and Topographic Maps
APPENDIX B – Satellite Data Report (TREA)
APPENDIX C – Boring Logs & Test Pit Logs
APPENDIX D – Inclinometer Plots
APPENDIX E – Laboratory Testing Data
APPENDIX F – Slope Stability Analyses
APPENDIX G – General Earthwork Specification

Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 5 of 34

1.0 INTRODUCTION
This report presents the results of a geologic hazards and geotechnical engineering study
performed by Langan Engineering and Environmental Services, LLC (Langan) for the Plat 3C
waterline, booster pump station, and Tank 5 (hereafter “Plat 3C Water Utilities”) at the proposed
Wasatch Peaks Ranch (WPR) development (the “Site” or “Property”). Our subsurface
investigation was prepared in accordance with Title XV, Chapter 155, Subsection 236, dated 21
May 2024, of the Morgan County Code (Code) for presentation to Morgan County regulatory
agencies.
We previously published our 2 October 2024 “Geologic Hazards and Geotechnical Engineering
Report for Plat 3C Roadway, Building Lots, Driveways, and Detention Ponds” (GHGR), which
provided recommendations for the proposed roadway, building lots, driveways, and detention
ponds within Plat 3C. At the time of our GHGR, the Plat 3C water utility locations were not known.
This report presents our description of geologic hazards for the proposed Plat 3C Water Utilities
and provides geotechnical recommendations for the utilities. We understand that the Plat 3C
roadway has been partially developed and grading is in-progress. Our slope stability analysis of
existing conditions considers the improvements of the Plat 3C roadway that have been made to-
date and is discussed in Section 6 of this report. Where our analysis indicates slopes need to be
stabilized, our proposed stabilization methods for the Plat 3C Water Utilities are discussed in
Section 7 of this report. We provide geotechnical recommendations in Section 8.
This report revision addresses changes made by Kimley-Horn to the Plat 3C waterline alignment
and the updated booster pump grading, provided to Langan on 17 January 2025.
2.0 PROJECT DESCRIPTION AND SETTING
The Site covers approximately 12,800 acres in Morgan and Davis Counties, Utah; see Figure 1,
Property Location Map. The Plat 3C Water Utilities are located within Plat 3C (presented in our
17 May 2024 and revised 2 October 2024 GHGR). The Plat 3C Water Utilities consist of
approximately 1 mile of waterline utility, one booster pump station, and an approximately
300,000-gallon storage tank (“Tank 5”). The proposed water utilities are shown in Figure 2,
Proposed Development Map.
The topography in the vicinity and within the Plat 3C Water Utilities consists of mostly shallow
(less than 15%) to moderately steep (between 15% and 25%) east, southeast, and southeast-
facing slopes. Steep (greater than 25%) northwest-facing slopes are present immediately south
of the booster pump station, between station (STA) 175+00 to STA 177+75 of the Plat 3C
roadway. Based on our review of the LiDAR data, the existing ground elevations within the
proposed Plat 3C Water Utilities vary from 6,375 feet in the southern portion to 6,735 feet in the
northwestern portion. All elevations given in this report are referenced to the North American
Vertical Datum of 1988 (NAVD88), unless otherwise noted.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 6 of 34

2.1 Proposed Waterline Utilities
According to the 17 January 2025 “2025-0117-$WPR-Plat3C-BoosterComposite-
ACAD(StatePlane)” AutoCAD file by Kimley-Horn, the proposed waterline alignment is
approximately 1 mile long, consists of a plat water transmission line, ski transmission line, and
distribution lines which are expected to be from 10 to 12 inches in diameter. The waterlines are
proposed to connect to existing waterline utilities in Plat 3A. The waterlines generally follow the
same alignment as the Plat 3C roadway for much of their alignment, except for in between
approximately STA 19+00 and STA 27+00 where the utilities are proposed semi-linearly to the
southwest, and at approximately STA 39+00 where the utilities meander northwest towards
Tank 5. The waterlines will slope generally from elevation (el.) 6,730 at Tank 5, to el. 6,335 feet
at the booster pump station in the east.
2.2 Proposed Booster Pump Station
The proposed booster pump station will have a building area of approximately 253 square feet.
Based on the 17 January 2025 “2025-0117-$WPR-Plat3C-BoosterComposite-ACAD(StatePlane)”
AutoCAD file by Kimley-Horn, we understand the booster pump station is located immediately
east of Wasatch Peaks Road between STA 173+00 and 174+00. We expect that grading for the
booster pump station will require cuts up to approximately 6 feet deep and fills up to
approximately 5 feet thick.
2.3 Proposed Tank 5
Tank 5 is proposed to be located approximately 350 feet west of lot G11 within PP3C. According
to the 23 October 2024 “Details V” PDF by Kimley-Horn, Tank 5 will have a finished floor
elevation (FFE) of 6,721.50 feet, which will require cuts up to approximately 20 feet deep and
fills up to approximately 11 feet thick. The proposed tank will hold approximately 300,000 gallons
of water.
3.0 LITERATURE REVIEW
Our literature review included researching and reviewing available publications and reports
regarding the geological conditions at the Site and its vicinity, reviewing available aerial
photographs to document the Site history, reviewing geotechnical reports nearby, and reviewing
LiDAR and InSAR data collected at the Site. Our findings are summarized below.
3.1 Geologic Setting
3.1.1 Regional Geology
The Site is situated at the transition zone between the Basin and Range geomorphic province,
characterized by north-south trending, normal fault-tilted mountain ranges and sediment-filled
valleys; and the Middle Rocky Mountains province, which contains mountainous terrain with
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 7 of 34

sharp ridges, multiple incised stream valleys, glacial lakes, and glacial moraines (Bennet et al.,
2009). The Site is located between the Weber segment of the Wasatch fault zone (WFZ) about
2.8 miles to the west, and the central section of the Morgan fault approximately 4.5 miles to the
east. See Figure 3, Regional Fault Map, for the location of the Site relative to these faults. The
WFZ forms the boundary between the Wasatch Range front to the east, and the Basin and Range
to the west. These west-dipping faults show evidence of faulting within the last 11,700 years
(Holocene period) and are considered active by the United States Geological Survey (USGS
QFFDB, 2004).
3.1.2 Plat 3C Water Utilities Geology
On the Utah Geological Survey (UGS) map published by King and McDonald (2022), the proposed
Plat 3C Water Utilities area is mapped as unconsolidated surficial materials underlain by Norwood
and Wasatch formations bedrock, and the Norwood formation bedrock at the ground surface.
The unconsolidated surficial materials include alluvial deposits and mass-movement deposits;
see Figure 4, Regional Geologic Map, for the King and McDonald geologic map within the Site.
The Norwood formation bedrock is typically comprised of tuffaceous claystone, siltstone, and
sandstone. The Wasatch formation bedrock is comprised of claystone, siltstone, sandstone, and
conglomerate.
3.2 Historical Topographic Maps and Aerial Photography
We reviewed United States Geological Survey (USGS) topographic maps dated between 1955
and 2014, and aerial photographs dated between 1975 and 2016. Environmental Data Resources,
LLC compiled the maps and photographs that we reviewed. The maps and photographs are
included as Appendix A. In general, the maps and photographs indicate that the area within the
Plat 3C Water Utilities was undeveloped from 1955 to 2016. The aerial photographs show off-
road vehicle trails at the Site as early as 1975.
3.3 LiDAR
LiDAR data was collected for the Site in August 2019 by Psomas. LiDAR is a surveying method
that uses near-infrared lasers to map the land over broad areas typically from an airplane or
helicopter (National Oceanic Atmospheric Administration, 2020). LiDAR uses a laser, a scanner,
and a specialized GPS receiver to retrieve precise topographic data. LiDAR data provides highly
detailed and accurate elevations, and “bare earth” ground surfaces in areas of dense vegetation,
which allows for more detailed digital geologic mapping of areas that would otherwise be
inaccessible by foot.
We reviewed the LiDAR hillshade data, supplementing our reconnaissance geologic mapping
(Section 4.4 of this report) and aerial photo review to interpret and delineate mass-movement
deposit boundaries and lineaments (i.e., a structurally controlled linear topographic features)
within and in the vicinity of the Plat 3C Water Utilities.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 8 of 34

3.4 InSAR
Interferometric Synthetic Aperture Radar (InSAR) data around the Site was collected and analyzed
by TRE Altamira, Inc. (TREA) of British Columbia, Canada, in May 2021. TREA used InSAR data
to process low-resolution Envisat and Sentinel satellite images and analyze 1-D ground
displacements over a period. For this study, TREA analyzed Envisat satellite data collected
between 2005 and 2010, and Sentinel satellite data collected between 2015 and 2021.
Vegetation and snow cover impact some of the satellite imagery. Thus, the most reliable data
TREA analyzed were the snow-free periods, generally from April to November.
The report from TREA is included in Appendix B. InSAR data is plotted in Figure 6. A discussion
of findings is presented in Section 6 of this report.
4.0 FIELD INVESTIGATION
Our field investigation consisted of drilled borings, excavated test pits, and installation and
monitoring of one inclinometer. In addition, we performed geologic mapping for the entire Site
during multiple visits between June 2019 and October 2024.
Hereafter, borings are indicated with LB-# designations, and test pits with TP-# designations.
Borings that have inclinometers installed also include LI-# designations. All boring, test pit,
inclinometer, and piezometer locations are depicted on Figure 5.
4.1 Borings
Cascade Drilling LP (Cascade) and DA Smith Drilling Company (DA Smith) drilled a total of 32
borings as a part of our investigation. Five of the borings were drilled and logged directly on the
alignment of the Plat 3C Water Utilities, and another 27 borings were drilled within approximately
750 feet of the Plat 3C Water Utilities. The borings were drilled to depths varying from 15 to
130.5 feet below existing grades between June 2021 and October 2024. The Client coordinated
Site access, and an earthwork contractor representative located and marked the boring locations
using a Trimble SCS 900 device in the field.
Cascade used Boart Longyear 100c and 200c mini-sonic rubber-track-mounted drill rigs with
4-inch-diameter carbide core bits, and a TerraSonic 150cc with a 4-inch-diameter carbide core bit.
Cascade also used a Roto-Sonic PS600 rubber-track-mounted drill rig with a 4-inch-diameter
carbide core bit to drill through the soil. DA Smith used a CME-55 track-mounted drill rig with an
air hammer and ODEX casing advance system, and HQ3 rock coring.
Soil samples were obtained using three types of samplers:
• Modified California, split-barrel sampler with a 3.0-inch outside diameter and 2.5-inch
inside diameter lined with steel or brass tubes having an inside diameter of 2.43 inches.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 9 of 34

• Standard Penetration Test (SPT) split-barrel sampler having a 2.0-inch outside diameter.
• Shelby tube thin-walled steel or brass tube sampler with a 3.0-inch outside diameter.
The borings were drilled under the full-time observation of a Langan field engineer or geologist.
Our field personnel maintained logs of all explorations, classified soil and rock encountered, and
obtained representative material samples. Logs for all borings used in our analysis are included
in Appendix C. The materials encountered in the borings were classified in accordance with the
Unified Soil Classification System (USCS); and using physical property criteria for rock
descriptions including fracturing, hardness, strength, weathering, and discontinuity
characteristics.
The Standard Penetration Test (SPT)1 sampling procedures were used to collect disturbed
material samples. The SPT was conducted in general accordance with ASTM D-1586; and the
SPT results were recorded by our field personnel. Typically, sampling was performed at 2-foot
intervals for the first 10 feet, and then at 5-foot intervals to the completion depths of the borings.
The SPT and Modified California samplers were driven with a 140-pound, automatic safety
hammer falling 30 inches. The hammer blows shown on the boring logs are uncorrected for
sampler type; however, we used SPT N602 values in our design and discussions.
Rock samples were continuously cored a HQ3 wireline coring system, which provides 2.40-inch-
diameter rock cores. Core runs varied in length, depending on the encountered earth materials.
At the end of each core run, the core barrel was retrieved using a wireline system. Rock cores
were then carefully removed from the inner liner, photographed, logged, and packed away for
transport offsite to be reviewed by our project geologist.
Depth to groundwater was recorded when first observed within the borings and inferred based
on the moisture content of the soil, unless standing water was observed. Upon completion,
boreholes were backfilled with either cuttings or cement-bentonite grout unless converted to an
inclinometer and/or piezometer.
4.2 Test Pits
Whitaker excavated 9 exploratory test pits between November 2021 and June 2022, and
between May and June 2023 under the full-time observation of a Langan geologist. The test pits
varied in depth from about 5 to 15 feet below the ground surface. Logs of the test pits are
presented in Appendix C. The materials encountered were classified in accordance with the
USCS and using physical properties criteria for rock descriptions. Upon completion of logging,
each test pit was backfilled with excavated soils and tamped with the excavator bucket.

1. The SPT N-value is defined as the number of blows required to drive a 2-inch O.D. split-barrel sampler 12 inches, after an initial
penetration of 6 inches using a 140-pound hammer falling freely for 30 inches.
The blow counts required to drive the 3-inch modified California and SPT samplers 12 inches were converted to approximate N60
values using factors 0.7 and 1.2, respectively, to account for the sampler type.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 10 of 34

4.3 Inclinometer Monitoring
Upon completion of drilling, an inclinometer was installed at LB-471/LI-54. Durham Geo Slope
Indicator (DGSI) inclinometer casing was set at least 20 feet into stable material, and the entire
inclinometer grouted in-place. Baseline measurements and subsequent monitoring of cumulative
displacements were recorded manually with a DGSI Digitilt AT Probe System. The inclinometer
was read periodically after installation when conditions allowed access. Inclinometer data plots
are shown in Appendix D. A discussion of our inclinometer monitoring is presented in Section
6.2.1.
4.4 Reconnaissance Geologic Mapping
Our geologists completed reconnaissance geologic mapping of the Site, where accessible,
intermittently between June 2019 and September 2024. Mapping was conducted to initially
identify, characterize, and evaluate surface geologic features at the Site for their potential impact
on proposed Development. Using a recent Site topographic survey generated from LiDAR, along
with the results of our aerial photo review, we documented the distribution of accessible earth
materials including, where present, rock outcrops, bedding attitudes, slope inclinations, mass-
movement features, spring and seep locations, and other pertinent geologic features that were
observable given the constraints of ground cover.
Field mapping was supplemented by LiDAR interpretations performed in the office. Results of
our geologic mapping and LiDAR interpretation in the vicinity of Plat 3C Utilities are presented on
Figure 5. The Site conditions observed during the geologic mapping are discussed in Section 6.
4.5 Laboratory Testing
Soil and rock samples from our geotechnical investigation were visually examined in the field and
select classifications were confirmed by re-examination in our field trailer on-site. Representative
disturbed soil samples were selected for testing and sent to our in-house laboratory and
subcontracted laboratories, Intermountain GeoEnvironmental Services (IGES) to determine
physical and engineering properties for use in our analyses and evaluations. See Table 4 for a
summary of laboratory testing. Laboratory data is provided in Appendix E.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 11 of 34

TABLE 4
Summary of Laboratory Testing
Test Test Method Number of Tests
Moisture ASTM D2216 26
Density ASTM 7263 9
Mechanical Gradation ASTM D6913 21
Hydrometer ASTM D7928 18
Atterberg Limits ASTM D4318 20
Swell/Collapse ASTM D2435 7
UU Triaxial ASTM D6836 3
Torsional Ring Shear ASTM D6467 1
Direct Shear ASTM D3080 1
pH & Resistivity Suite AASHTO T 288, T 289,
ASTM D4327, and C1580 4
Chlorides & Sulfates ASTM D512, D516 4

5.0 SUBSURFACE INVESTIGATION FINDINGS
5.1 Subsurface Conditions
Descriptions of the subsurface materials encountered in our borings and test pits within and in
the vicinity of the proposed Plat 3C Water Utilities are presented in the following subsections.
See Appendix C for logs of the borings and test pits.
5.1.1 Topsoil
Roughly 6 inches to 4 feet of topsoil was encountered above surficial soil deposits and bedrock,
with a median topsoil depth of about 2 feet. Six feet of topsoil was encountered locally above
mass-movement deposits in LB-620. Accordingly, we expect that topsoil may be locally thicker
above younger mass-movement deposits. The topsoil generally consisted of clay and silt with
varying amounts of sand and gravel, and abundant roots and rootlets. Topsoil was medium stiff
to hard as evidenced by SPT N-values between 9 to 76 blows per foot (bpf).
5.1.2 Alluvial Deposits (Qao, Qac)
Alluvial deposits were encountered in areas mapped as Qao and Qac, shown in Figure 5. The
alluvial deposits generally consisted of brown to gray stratified moist sand and gravel with varying
amounts of clay and silt, with some clay and silt interlayers up to 15 feet thick. Some areas of
the Qao deposits, such as in LB-1078, were found to consist of brown moist clay with varying
amounts of sand and gravel. Subrounded to rounded metamorphic cobbles and boulders were
encountered in the soil cuttings and within test pits. The alluvium was found to be very stiff to
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 12 of 34

hard fine-grained material, and loose to very dense granular material as evidenced by SPT N-
values between 18 bpf and 87 bpf. SPT N-Values as low as 9 bpf were encountered in the upper
10 feet of the alluvium.
5.1.3 Mass-Movement Deposits (Qms)
Earth materials interpreted as mass-movement deposits or displaced materials were
encountered in areas mapped as Qms, shown in Figure 5. The deposits vary widely in
composition. The materials encountered were generally observed to be brown to gray clay and
silt, with varying amounts of sand and gravel. Clay and silt within the landslide deposits had
typically medium to high plasticity. Sand and gravel were typically found interspersed with the
clay and silt and occasionally as interlayers up to 5 feet thick. Areas of mass-movement deposits
were interpreted to be rotational and translational slides. Mass-movement deposits were
medium-stiff to hard for fine-grained material, and medium dense to very dense for granular
material, as evidenced by SPT N-Values between 13 and 80 bpf. SPT N-Values as low as 6 bpf
were often encountered in the upper 10 feet of the mass-movement deposits.
5.1.4 Norwood Formation Bedrock (Tn)
Norwood formation bedrock was encountered in areas mapped as Tn, as well as beneath other
surficial deposits shown in Figure 5. Where encountered, the Norwood formation consisted of
gray, olive greenish gray, reddish brown and brown claystone, siltstone, and sandstone, with
occasional conglomerate beds. The upper 4 feet to 23 feet of the unit was generally weathered
and is present as a residual soil generally consisting of tan to gray moist clay and silt, with sand
and occasionally with gravel. The residual soil was observed to be stiff to hard for fine-grained
material and medium dense to very dense granular material, as evidenced by SPT N-Values
between 10 bpf and 30 bpf. Often, the residual soil exhibited higher SPT N-Values at greater
depths, reaching a maximum of 50 bpf at a depth of 34 feet below ground surface in LB-1093.
Generally, the claystone was observed to be intensely to slightly fractured, soft to hard, friable
to strong, deeply weathered to fresh, laminated, and occasionally oxidized and calcareous. The
siltstone was generally moderately to slightly fractured, soft to moderately hard, weak to strong,
moderately weathered to fresh, laminated, massive, and occasionally oxidized. The sandstone
was observed to be closely to slightly fractured, slightly to moderately hard, weak to strong,
deeply weathered to fresh, massive, occasionally laminated, and occasionally oxidized.
5.1.5 Wasatch Formation Bedrock (Tw)
Wasatch formation bedrock was encountered in areas mapped as Tw, as well as beneath surficial
deposits shown in Figure 5. The Wasatch formation is typically located within the western portion
of the Plat 3C Water Utilities area. Where encountered, the Wasatch formation consisted of a
dark red to brown claystone and siltstone with occasional layers of sandstone and conglomerate.
The upper 5 to 20 feet of the unit was generally weathered and is present as a residual soil,
which generally consists of red to brown moist clay and silt with some sand and gravel. The
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 13 of 34

residual soil of the Wasatch formation was observed to be stiff to hard, as evidenced by SPT N-
Values between 13 and 34 bpf. Where encountered in the upper 10 feet below ground surface,
the residual soil of the Wasatch formation had SPT N-Values as low as 4 bpf.
Generally, the claystone and siltstone were observed to be intensely to moderately fractured,
soft to hard, weak to strong, highly weathered to slightly weathered, with some areas of
lamination. The conglomerate was generally observed to be intensely to highly fractured,
moderately hard to hard, moderately strong to strong, and highly weathered. Clasts within the
conglomerate beds tended to be sourced from both sedimentary and metamorphic rocks. The
sandstone was generally observed to be highly to slightly fractured, moderately hard to hard,
friable to moderately hard, moderately strong, and slightly to highly weathered.
5.2 Groundwater
Groundwater was observed or interpreted in 13 borings within the Plat 3C Water Utility area. The
recorded depth to groundwater in each boring, and corresponding groundwater elevations are
presented in Table 5. Where initial or stabilized groundwater readings were not recorded,
groundwater levels were interpreted based on the depth where the split spoon sampler was
observed to be wet.
TABLE 5
Summary of Groundwater Conditions
Boring ID Groundwater
Elevation, feet
Depth to
Groundwater,
feet
LB-0471/LI-054 6,412.6 24.4
LB-0472 6,294.6 25.0
LB-0473 6,314.6 30.0
LB-0622 6,311.6 24.0
LB-0623 6,351.1 43.0
LB-0624 6,322.3 33.0
LB-0625 6,358.7 21.0
LB-0783 6,390.0 11.5
LB-0840 6,348.1 19.4
LB-0858 6,240.1 51.0
LB-0899 6,506.5 49.0
LB-1092 6,257.5 52.5
LB-1094 6,654.0 36.0
6.0 GEOLOGIC HAZARD ASSESSMENT
Based on geologic hazards maps from Morgan County, the Plat 3C Water Utilities area is
underlain by geologic units recognized by UGS and Morgan County as geologic hazard study
areas; see Figure 5. These units include mass-movement deposits, alluvial deposits, glacial
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 14 of 34

deposits, and Norwood formation bedrock. From our literature review and geologic interpretation,
our field mapping, and our subsurface investigation findings, we developed a site-specific
geologic map; see Figure 5. In addition to the aforementioned geologic hazards, we evaluated
other potential hazards such as those caused by flooding, avalanches, seismic conditions, and
steep slopes. The potential geologic hazards present within the Plat 3C Water Utilities are
described in the following sections.
6.1 Faults and Seismicity
The proposed development area is likely to experience a major earthquake from one of the nearby
active faults during the lifespan of the proposed road, with a 57% probability of a M6.0 or greater
earthquake occurring in the Wasatch Front region over the next 50 years (Utah Geological Survey,
2016). According to the Utah Geological Survey (UGS, 2013) Quaternary fault and fold database,
the closest known active faults capable of producing the strongest ground shaking at the Site
are, in order of proximity, the Morgan fault, the Wasatch fault, West Valley fault zone and East
Great Salt Lake fault zone; see Figure 3, Regional Fault Map. Normal, dip-slip movement
characterizes all these faults.
The most recent significant earthquake to be felt at the Site occurred on 18 March 2020 and was
located about 8 miles underneath Magna, Utah (Mw = 5.7). The earthquake did not create a
surface rupture and is believed to have occurred within the Wasatch fault zone. The epicenter is
located approximately 28 miles from the project Site.
The largest recorded earthquake in the region is the 12 March 1934 Hansel Valley earthquake,
which was a 6.6 moment magnitude event. The epicenter was approximately 100 kilometers
northwest of the Site, and the earthquake was felt over an area of 150,000 square miles (University
of Utah, 2017). The Hansel Valley fault, consisting of one continuous trace on its northern half and
shorter en-echelon traces on its southern half, ruptured during this event (QFFDB, 2004).
The Wasatch Fault Zone, approximately 5.5 miles west from the Site, follows a well-defined trend
along the west flank of the Wasatch Mountain range, east from the Hansel Valley earthquake
epicenter, and is believed to be associated with earlier surface ruptures (Utah Geological Survey,
2017). The fault trace is considered active and has been documented along 250 miles of the
mountain front (Utah Geological Survey, 2017). There is evidence that the central part of the WFZ
accumulated more than 6 miles of vertical displacement (Jewell and Bruhn, 2013).
Based on ASCE 7-16 and the encountered subsurface conditions, the Site is classified as Site
Class “C”.
• Site Class = C
o Peak Ground Acceleration Coefficient, %g: PGA = 39.4
o 0.2 Second Spectral Response Acceleration, %g: Ss = 88.4
o 1.0 Second Spectral Response Acceleration, %g: S1 = 31.9
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 15 of 34

o Site Coefficients, Fpga = 1.2, Fa = 1.2 and Fv = 1.5
6.1.1 Liquefaction, Lateral Spreading, and Seismic Densification
Strong shaking during an earthquake can result in ground failure such as soil liquefaction and cyclic
densification. Liquefaction is a phenomenon in which saturated, cohesionless soil experiences a
temporary loss of strength due to the buildup of excess pore water pressure, especially during
earthquake-induced cyclic loading. Soils susceptible to liquefaction include saturated loose to
medium dense sand and gravel, saturated low-plasticity silt, and some saturated low-plasticity clay
deposits. Flow failure, lateral spreading, differential settlement, loss of bearing strength, ground
fissures, and sand boils are examples of evidence of excess pore pressure generation and
liquefaction.
Lateral spreading is generally the most pervasive and damaging type of liquefaction-induced ground
failure generated by earthquakes. During lateral spreading, surficial soil displaces along a shear zone
that has formed within an underlying liquefied layer. The surficial soil is transported downslope or in
the direction of a free face by earthquake and gravitational forces.
Seismic densification can occur during strong ground shaking in loose, clean granular deposits above
the water table, resulting in ground surface settlement.
We evaluated the susceptibility of fine-grained for cyclic softening and granular soil layers for
liquefaction and seismic densification. Our evaluation followed the guidelines and screening criteria
presented in Title XV, Chapter 155, Subsection 236 of the Code. In general, we encountered
medium to very stiff fine-grained soil and dense to very dense granular soil in the borings and test
pits within the direct influence of the proposed utilities. We expect the soils beneath the Plat 3C
Water Utilities not to be susceptible to liquefaction.
6.1.2 Fault Rupture
King and McDonald (2022) show three lineaments within and in the vicinity of the Plat 3C water
utilities, as discussed in Section 3.3. Per Code requirements, we checked the Site area for all fault
locations and activity classes identified in the USGS Quaternary Fault and Fold Database (USGS
QFFDB) on 25 October 2024. The USGS QFFDB is updated regularly with new information from
USGS and state geologic survey sources; however, the lineaments mapped by King and McDonald
(2022) are not present in the database. The nearest fault listed in the USGS QFFDB is the Wasatch
fault zone (Class A normal fault), located 2.8 miles west of the development. The UGS reports this
fault has a slip rate of 1 to 5 millimeters per year.
In addition to reviewing regional geologic mapping of the area, we performed a desktop and field
fault evaluation of the development area, which included single print historical aerial photograph
review, LiDAR review and interpretation, and surficial geologic mapping. As discussed in Section
3.3, Langan did not identify any potential fault traces, and therefore we expect a low risk of fault
rupture within the Plat 3C Water Utility area.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 16 of 34

6.2 Landslides
According to the Geohazard Ordinance of Morgan County, areas mapped as Qms, Qac, and Tn
are hazard study areas. Because these units are mapped within the Plat 3C Water Utility area,
the Code requires an evaluation of these hazards that could potentially impact the development
area. Based on our geologic map shown in Figure 5, we expect Qms and Tn deposits to be
present within the Plat 3C Water Utility area.
Landslides have a high potential to adversely impact property, infrastructure, and human safety.
Weak, weathered, fractured, permeable, and/or adversely oriented structure are conditions
commonly associated with slope instabilities. Common natural triggers of slope failures include
prolonged and/or intense precipitation, seismic events, snowmelt, loss of vegetation, and shrink-
swell processes. Common human-caused triggers of slope failures include excavation at toes of
slopes, steepening of slopes, loading the higher elevations of slopes, deforestation, irrigation,
mining, poor implementation of erosion control measurements, and leaking utilities.
As part of our evaluation of slope stability, we monitored one inclinometer and performed slope
stability analyses of representative analysis sections. The findings from our slope monitoring
within the Plat 3C Water Utilities area (see Section 4.3) are presented in Section 6.2.1. We
performed slope stability analyses to provide a quantitative hazard assessment of the proposed
Plat 3C Water Utilities with relation to landslides. This analysis is described in Section 6.2.2.
6.2.1 Monitored Landslide Movements around Plat 3C Water Utilities
One inclinometer was installed at LB-471/LI-54, in the vicinity of the Plat 3C Water Utility area.
The plot from the inclinometer is included in Appendix D. The inclinometer plot shows shallow
deformation which we interpret to be slope movement. However, the inclinometer and its
geologic unit are away from the Plat 3C Water Utilities area, and we do not expect that that the
slope movements indicated by the inclinometer present a hazard to the Water Utility area.
6.2.2 Slope Stability Analysis
Section § 155.236 of the Code specifies that global (static and dynamic) slope stability analysis
be performed for proposed conditions within mapped geologic hazards study areas. In addition,
surficial slope stability is to be performed where existing or proposed slopes are equal to or
steeper than 2H:1V. We performed two-dimensional (2D) slope stability analyses of existing and
proposed conditions using Geostudio SLOPE/W (version 24.2.0.298). SLOPE/W is a limit-
equilibrium analysis package capable of modeling soil and rock conditions to assess stability for
a variety of slope and potential slide surface configurations. The following section describes the
analyses we performed to assess slope stability for the proposed Plat 3C Water Utilities. Where
proposed improvements did not achieve the minimum required factors of safety, we provide
recommendations to increase the stability and safety of the improvement. The results of our
analysis are presented in the following section and our recommendations are presented in
Section 7.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 17 of 34

6.2.2.1 Static and Dynamic Slope Stability
Nine analysis sections were developed from LiDAR elevation data, geologic mapping, and boring
and test pit data: PP3 X4, PP3 X5, PP3 X13, PP3 X16, PP3 X17, PP3 X18, PP3C S1, PP3C S2, and
PP3C S4. Four of these sections are included in the generalized geologic cross sections shown
on Figures 7 through 10: PP3 X16, PP3X17, PP3 X18, and PP3C S1. The geologic cross-section
locations and analysis section locations are shown on Figure 5. PP3 X16 and PP3 X17 are
representative of PP3C S2. PP3C S1 is representative of PP3 X13 and PP3C S4. PP3 X18 is
representative of PP3 X4 and PP3 X5.
Soil and rock properties used in the analysis were based on results of laboratory testing
performed on samples collected during the subsurface exploration or estimated from available
subsurface exploration information and engineering correlations published in the geotechnical
literature. The material properties used for the slope stability analysis are presented in Table 6.
TABLE 6
Design Properties of Subsurface Materials
Material
Total Unit
Weight
(pcf)
Mohr- Coulomb Shear
Strength
Cohesion,
C (psf)
Friction Angle, φ
(degree)
Soils Mapped as Qms
(Residual Strength)
Clays and silts (CH, MH) 115 Nonlinear* Nonlinear*
Clays and silts (CL, ML) 115 Nonlinear* Nonlinear*
Soils Mapped as
Tn/ soils in Qms that are
not at residual strength
Clays and silts (CH, MH) 115 Nonlinear* Nonlinear*
Clays and silts (CL, ML) 115 Nonlinear* Nonlinear*
Other Soils not Mapped
as Geologic Hazards
Formations
(Peak Strength)
Clays and silts (CH, MH) 115 0 28
Clays and silts (CL, ML) 115 0 30
Clayey Sands, Clayey
Gravels 120 0 32
Well-Graded Sands 130 0 37
Well-Graded Gravels 130 0 41
General Engineering Fill (Drained Strength) 120 0 28
General Engineered Fill (Undrained Strength) 120 2,500 0
Structural Fill 120 0 38
Tn Bedrock – Simplified from Hoek & Brown Failure
Criteria 140 Nonlinear* Nonlinear*
Tw Bedrock – Simplified from Hoek & Brown
Failure Criteria 140 Nonlinear* Nonlinear*
* Provided in Appendix F
pcf = pounds per cubic feet.
psf = pounds per square feet.
The Mohr-Coulomb Shear Strength parameters presented in Table 6 are based on laboratory
torsional ring and direct shear test results, and from Liquid Limit (LL) and clay fraction (CF)
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 18 of 34

correlations “Drained Residual Secant Friction Angle and shear Stresses” developed by Stark
and Hussain (2016). Laboratory test results are presented in Appendix E.
In accordance with the Code, a minimum factor of safety of 1.5 for global slope stability under
static loading and a minimum factor of safety of 1.0 for slopes under pseudostatic (seismic)
loading are required. We used the “Screening Analysis” pseudostatic slope stability procedures
described in the “Recommended Procedures for Implementation of DMG Special Publication
117: Guidelines for Analyzing and Mitigating Landslide Hazards in California” by Blake and others
(2002). Two inches of allowable deformation was used for the pseudostatic analysis of the road.
We used a horizontal seismic yield acceleration (ky) of 0.22g, which we obtained by designing to
a maximum horizontal acceleration (MHA) equal to the peak ground acceleration of 0.40g (using
the “Unified Hazard Tool” by USGS for a 2,500-year return period), a modal earthquake moment
magnitude of 7.0, a modal distance (r) of 10 km, and a tolerable displacement of 2 inches (5 cm).
The results of our global slope stability for existing slopes along the proposed utility alignments
and locations are presented in Table 7. Our analysis of existing conditions for the Plat 3C Water
Utilities takes into consideration the improvement made to-date on Plat 3C. The factors of safety
under seismic loading provided in Table 7 are calculated for 2 inches of expected deformation,
which is the maximum allowable expected deformation in areas where buildable areas will be
impacted by movement of the roadway. The SLOPE/W analysis results are included in Appendix
F.
TABLE 7
Slope Stability Analyses Results for Existing Conditions
Analysis Section(s) Proposed Feature(s)
Calculated Factors of Safety
for Existing Slopes1
Static Seismic
PP3 X18 Booster Pumps, Waterline 1.6 1.0
PP3 X4 Waterline 2.0 1.1
PP3 X5 Waterline 2.9 1.3
PP3C S4 Waterline 1.9 1.1
PP3 X13 Waterline 1.5 1.0
PP3C S1 Waterline 2.3 1.1
PP3 X16 Tank 5 2.3 1.2
PP3 X17 Tank 5 11.0 2.2
1. “Existing Slopes” include grading and improvements made for the Plat 3C roadway, lots, and driveways per the PP3C
GHGR.
The results of our analysis indicate that all existing slopes where the waterline, booster pumps,
and tank are proposed are stable in their existing conditions. We also analyzed slope stability
using the proposed conditions for the booster pumps and Tank 5, and for the waterline where
the proposed location does not parallel the roadway. Our findings and recommendations are
presented in Section 7.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 19 of 34

6.2.2.2 Surficial Slope Stability
Surficial slope instability is defined as a shallow translation slide failure of near-surface materials
and is expected to occur on steep slopes during periods of prolonged or intense rains,
snowmelts, or due to excessive irrigation or waterline breaks, or during any other condition that
may cause saturation of the surficial soils.
The Code requires surficial slope stability analysis be performed on existing or proposed slopes
that are equal to or steeper than 2H:1V, assuming a fully saturated 4-foot thickness of soil and
residual strength conditions, to satisfy a minimum factor of safety of 1.5. The existing slopes
throughout the proposed Plat 3C Water Utility Alignment area have a maximum angle of 2.2H:1V,
along the proposed waterline alignment. We performed surficial slope stability analysis of existing
and proposed conditions to ensure safety of slopes. We found that the 2.2H:1V slopes had static
factors of safety of 1.5 and meet the requirements of the Code. Erosion control measures were
recommended in the Plat 3C GHGR. While erosion control measures reduce the probability of
surficial instability, there is a possibility for local, surficial failures where excessive water flow and
thick organic soil profiles are present.
Slopes covered with topsoil for revegetation purposes are susceptible to surficial slope failure,
especially during snowmelt times, until the slopes are fully vegetated. Temporary provisions
should be made during snowmelt times to adequately direct surface drainage away from and off
the top of slopes that are not fully vegetated. Water should not be allowed to pond on top of the
slopes.
6.3 Avalanches
Avalanches are masses of ice and snow that can contain soil, rock, and/or debris. An avalanche
can descend rapidly down a mountainside or over a precipice. According to the Code, areas with
elevations above 6,000 feet with adequate snow supply to produce avalanches and which are
within slopes greater than 47% are considered a Geologic Hazards Study Area. Dave Hamre, a
consultant retained by WPR, is creating a development-specific “Avalanche Runout Zones”
document, which identifies the closest avalanche path to be Dalton Ridge Path #1, approximately
0.25 miles west of the proposed Tank 5 location. The avalanche path flows into a drainage which
runs 150 feet to the south of Tank 5. However, this drainage is roughly 30 to 50 feet lower in
elevation than the proposed Tank 5 location; this, coupled with the distance an avalanche must
travel through the drainage suggests that the avalanche hazard at Tank 5 is low.
6.4 Steep Slopes
We have delineated all slopes equal to or greater than 25% (Figure 11, Plat 3C Water Utilities
Slope Map.) Per the Morgan County Code, these slopes are designated as steep slopes and may
present a hazard to development.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 20 of 34

6.5 Heave and Settlement
We evaluated heave along the waterline alignment, at the Booster Pumps, and at the Tank 5
location using the results from one-dimensional swell/collapse tests.
Total elastic and consolidation settlement is expected to be up to 3 inches inch beneath Tank 5.
We expect about 2.0 inches of this settlement to be elastic and occur immediately upon loading.
We expect up to 1 inch of the settlement to be consolidation settlement and occur over about
10 months of maximum loading. If the tank is not full, the consolidation settlement will occur
more slowly. We expect maximum differential settlement up to approximately 0.75 inches.
Heave is expected below Tank 5 due to a layer of plastic native soils beneath the tank, which we
expect to swell upon wetting. Expected maximum heave beneath the tank is approximately 2
inches when empty, with an expected differential heave of less than 0.5 inches.
We have not received loading information for the booster pump station, but generally expect the
structure to be lightly loaded. Based on our presumed maximum loading of 1 ksf, total settlement
is expected to be less than 1 inch at the proposed booster pump station. Heave is expected
below the booster pump station. We expect a maximum heave of approximately 2 inches without
moisture conditioning or ground improvement.
7.0 GEOTECHNICAL RECOMMENDATIONS FOR GEOLOGIC HAZARDS
This section provides our geotechnical recommendations for mass grading, slopes, and walls to
address impacts from geologic hazards within the Plat 3C Water Utilities area. Other geotechnical
recommendations are discussed in Section 8.
The existing slopes (with Plat 3C grading and improvements) were determined to be globally
stable under design loading conditions. However, additional grading is expected to be required
for the Booster Pump Station and Tank 5. The booster pump station is proposed to require cuts
up to approximately 6 feet deep and fills up to approximately 5 feet thick. Tank 5 will have a
finished floor elevation (FFE) of 6,721.50 feet, which will require cuts up to approximately 20 feet
deep and fills up to approximately 11 feet thick. We analyzed unreinforced slopes, gravity walls,
and soil nail walls (SNW) for cut slopes. We analyzed unreinforced slopes, reinforced soil slopes
(RSS) and mechanically stabilized earth walls (MSEW) for fill slopes. Our analysis and
recommendations for the proposed Booster Pump Station and Tank 5 are presented in Sections
7.1 and 7.2.
Where we recommend maximum slope angles, the values represent the steepest angle of any
given slope. No part of a slope shall be steeper than our recommended maximum slope angles.
The project civil engineer should check the proposed grading matches our recommendations.
Requirements for engineered fill are discussed in Section 8.5.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 21 of 34

7.1 Booster Pump Station
As discussed, we expect that cuts up to 6 feet deep and fills up to 5 feet thick will be required
to accommodate the pad for the Booster Pump Station. According to the Kimley-Horn plans, a
wall is proposed to support the cut at the Booster Pump Station. To stabilize the cut, we
recommend the wall be constructed as a shotcrete-faced SNW at up to 10 degrees from vertical,
as a MWMS up to 1H:1V, or as a tiered gravity wall (rockery face or gabion basket face).
We preliminarily expect both SNW and MWMS would require nail lengths of approximately 30 to
40 feet and nail spacings of approximately 4 feet in a triangular pattern. We preliminarily expect
that the tiered gravity wall can be constructed with a maximum wall height of 5 feet for each tier,
and with a minimum 3-foot-wide bench between tiers. The use of a gravity wall to support the
proposed cut would require overexcavation of the cut slope and retained soil zone. We expect
the overexcavation for gravity walls will need to extend back from the wall face horizontally a
distance equivalent to the wall height, and the slope behind the overexcavation zone will need to
be cut back at a maximum of 1H:1V for temporary conditions. We can provide design drawings
for the proposed cut wall upon request once the Owner and civil engineer have selected their
preferred system.
We recommend unreinforced fill slopes up to 2H:1V, 1H:1V RSS, or MSE walls for fill slopes at
the Booster Pump Station.
7.2 Tank 5
As discussed, we expect that temporary cuts up to 20 feet deep and permanent fills up to 13
feet thick will be required to accommodate the pad for Tank 5. We ran 2D limit equilibrium and
3D finite element analysis of the proposed tank and anticipated grading for tank construction.
Our analyses assumed the temporary cuts would be performed as unreinforced slopes and that
Structural Fill (as defined in section 8.5) would be used to backfill the temporary cuts and the
required fill slopes surrounding the tank.
To support the proposed temporary cuts, we recommend temporary unreinforced slopes up to
1.5H:1V. Temporary cut slopes up to 1.5H:1V should only be excavated during dry season. Cut
slopes steeper than 2H:1V should not be excavated or left open during wet periods, snowmelt
season, or during prolonged precipitation. We expect that after tank construction, the cut slopes
will be backfilled, and the tank will be fully buried. We recommend fill slopes for the tank be no
steeper than 2H:1V on the downslope side of the tank, no steeper than 4H:1V on the upslope
side of the tank, and the tank be buried a minimum of 3 feet below the ground surface with fill
slope crests a minimum of 3 feet from the edge of the tank, as shown in Sketch 1.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 22 of 34

Sketch 1: Conceptual Tank 5 Grading
The tank must be buried on all sides with the listed requirements above to have sufficient
resistance to sliding failure. The structural engineer should confirm the tank is safe against sliding
failure based on the tank weight, proposed grading, lateral earth pressures, and basal lateral
resistance.
For fill slopes, we recommend unreinforced slopes up to 2H:1V constructed with Structural Fill.
We recommend unreinforced slopes up to 2.5H:1V be constructed with General Fill.
The backfill surrounding Tank 5 must be brought up around the tank simultaneously, at a uniform
elevation, to prevent lateral pressures from driving a sliding failure. The contractor is ultimately
responsible for ensuring their means and methods of construction are safe and do not drive a
failure.
7.2.1 Lateral Earth Pressures
Based on the proposed tank location and grading provided by Kimley-Horn, we expect the tank
to have various backfill conditions that will affect lateral earth pressures – including sloping backfill
and near-level backfill. Our provided lateral earth pressures assume the earth materials behind
the below grade walls will consist of approved Structural Fill – as defined in the General Earthwork
Specification and backfill slopes will be 4H:1V maximum on the upslope and 2H:1V on the
downslope side of the tank. We provide lateral earth pressure diagrams in Figure 12 for our
assumed maximum lateral earth pressure scenario – sloping backfill on the upslope side of the
below grade tank wall. We can provide lateral earth pressure diagrams for the near-level backfill
on the sides of the tank, or the downward-sloping backfill on the downslope side of the tank,
upon request, if the tank structural engineer requires them.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 23 of 34

We recommend designing the tank’s below-grade walls using the at-rest and active lateral earth
pressures provided in Figure 12. To mobilize active earth pressures, we estimate the tank walls
will need to allow for 0.5 inches of deflection. If the tank’s structural engineer determines this
amount of deflection is not feasible, at-rest pressures should be used in static analysis.
7.2.2 Options for Reducing Lateral Pressures on Tank 5
Langan understands that the owner and tank designer would like options to reduce lateral
pressures on the tank walls. We recommend constructing the upslope cut as a soil nail wall
(SNW) to reduce the lateral pressures on the tank wall. We can design a SNW system for the
tank upon request. Alternatively, we recommend utilizing geofoam or Lightweight Fill as backfill
on the upslope side of the tank to reduce the lateral earth pressures on the tank. Lightweight Fill
and Geofoam are defined in Section 8.5. If utilized, we recommend geofoam or Lightweight Fill
only be placed on the upslope side of the tank, and General Fill or Structural Fill be placed on the
downslope side of the tank to prevent sliding failure.
We can prepare detailed SNW or cut slope excavation and backfill plans upon request once the
owner and tank designer have decided on a preferred system.
8.0 OTHER GEOTECHNICAL RECOMMENDATIONS
The following sections provide our geotechnical recommendations for earthwork, grading,
erosion control, seepage control, engineered fill, settlement and heave, foundations, seismicity,
water utility lines, corrosion protection, water control, and drainage.
8.1 Earthwork
All earthwork should follow the procedures and specifications outlined in the General Earthwork
Specification provided in Appendix G. Earthwork includes, but is not limited to, site clearing &
preparation, temporary excavation, and subgrade preparation.
8.2 Grading
Site earthwork and grading includes, but is not limited to, that required for roadway
embankments, building subgrades, and cut and fill slopes. Permanent unreinforced slopes should
be at the maximum steepness (or shallower) recommended in Section 7.
All slope construction work should be done under the full-time observation of a qualified
geotechnical engineer. The geotechnical engineer should evaluate the exposed slope as the
excavation progresses. The geotechnical engineer should confirm the subsurface conditions are
consistent with those expected and determine if any supplemental recommendations regarding
slope stabilization measures are necessary.
Our geotechnical recommendations for construction of unreinforced slopes are in the following
sections.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 24 of 34

8.2.1 Fill Slopes
We expect the entire Tank 5 area to be within cut areas but backfill may be required to restore
grades. No net fill placement is expected to achieve the design grades. Some fill may need to be
placed to backfill cuts and construct the high strength pad for the tank to bear on.
We recommend that each lift be constructed beyond the proposed slope face, where feasible,
and cut back after slope construction to ensure proper compaction of the slope face. Fill slopes
up to 3H:1V may be constructed with engineered fill meeting the criteria for On-Site Fill. Fill
slopes up to 2.5H:1V may be constructed with engineered fill meeting the criteria for General Fill.
Fill slopes up to 2H:1V may be constructed with engineered fill meeting the criteria for Structural
Fill.
8.2.2 Cut Slopes
We expect that excavation of soil and rock can be achieved using conventional earthmoving
equipment. Rock ripping teeth may be required should relatively harder rock be encountered. All
cut slopes should be uniform in slope. Where feasible, slopes should be cut from top to bottom,
crest to toe. Engineering controls and changes to grading may be necessary to limit erosion and
surficial instability associated with poor drainage. In addition, permanent erosion control matting
may be necessary. The Contractor should be careful not to over-excavate or create steeper slopes
than designed.
Surface drainage should include impermeable, lined drainage swales located at the top of the cut
slopes. Top of slope swales should be pitched at a minimum of 5% and should be lined and
impermeable. We expect concrete or plastic-lined swales to be suitable at the top of cut slopes.
The site civil engineer should design swales.
During construction of cut slopes, the Contractor should submit progress surveys to us for review
weekly during construction. The contactor should also submit progress surveys before placement
of topsoil and after placement of topsoil. If any slope movement is observed during construction
Langan should be immediately notified, and excavation of the slope stopped until the movement
is evaluated.
8.3 Erosion Control
To reduce and slow weathering, erosion, and surficial sloughing of temporary and permanent
slopes, we recommend the following erosion control measures:
• Erosion control matting should be used to stabilize surficial soils. The free face of
permanent slopes should not consist of expansive soils and should be vegetated for
erosion control.
• Seeding and other slope protection should be implemented immediately following
construction of cut slopes. Temporary erosion control measures must be provided during
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 25 of 34

construction activities and when weather prohibits seeding. Temporary protection should
be maintained until permanent erosion control measures are established and functional.
• Excavation of cut slopes should be limited during the wet season to minimize erosion.
• Concentrated surface water or significant sheet flow should not be discharged onto
slopes.
• Groundwater seepage, if encountered during construction, should be collected via an
interceptor trench, and discharged at appropriate locations.
• Surface water runoff must be properly contained and channeled using drainage ditches,
berms, swales, and/or siltation fences.
• Removal of existing natural vegetation should be minimized and limited to active
construction areas.
• Surface water and drainage from impervious surfaces must be directed to appropriate
stormwater facilities.
• The project civil engineer should prepare an erosion control plan including all necessary
erosion control measures.
• Temporary provisions should be made during snowmelt times to adequately direct
surface drainage away from and off the top of slopes where vegetation is not fully
established. Water should not be allowed to pond above or within slopes.
8.4 Seepage Control
We expect that groundwater seeps may daylight if pockets of groundwater are encountered as
the slopes are excavated. Such localized areas of groundwater seepage typically “dry up” soon
after the cut slope is completed as the water stored within permeable areas drains out. However,
it is possible that areas of wet soil will persist and continue to seep.
We recommend that areas of persistent wet soil be addressed by constructing an interceptor
trench. Interceptor trenches can be constructed by placing at least 6 inches of sand and gravel
filter blanket material topped with a 6-inch-thick layer of 4-inch minus clean free-draining quarry
rock at the surface. The purpose of the sand and gravel filter is to help control against piping and
loss of native soil materials on the slope, which could lead to surficial slope failure if not
controlled. Some over-excavation of the existing soils will be necessary to install the sand and
gravel filter and quarry rock.
In larger areas where persistent water seepage is present, we recommend installing horizontal
drains, lateral drains, and/or armoring the slope face with riprap. Langan can provide sketches or
drawings for lateral drains and riprap armoring on a case-by-case basis, as requested. Horizontal
or lateral drains should be discharged directly into the Site’s stormwater drainage system. The
riprap armoring of the slope face should extend vertically along the maximum slope pitch from a
minimum of 5 feet above and past the observed seepage location all the way to the toe of the
slope and connect into the Site’s stormwater drainage system.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 26 of 34

Where groundwater seepage is observed near the base of the slope, an underdrain at the toe of
the slope should be installed. Where groundwater seepage is relatively shallow, cut-off trenches
at the top of the slope can be used to control seepage.
8.5 Engineered Fill
8.5.1 Reuse of Native Soils and Moisture Conditioning
The native granular soils and low-plasticity clay and silt soils with a maximum particle size no
greater than four inches can be reused. High-plasticity clays and silts are not suitable for reuse.
Fine-grained soils should be moisture conditioned before reuse. Moisture conditioned soils
should be blended so that they have a swell percentage of less than 1.2% under an inundation
pressure of 200 pounds per square foot (psf), with a swell pressure less than or equal to 1,900
psf. We recommend that soils used to backfill utility trenches should match those that exist
adjacent to the trenches.
8.5.2 Imported Fill
We understand imported fill may be required to achieve design grading. Imported fill for slopes
up to 2.5H:1V should meet the specifications for General Fill provided in Appendix G. In addition
to the specifications in Appendix G, the recommended minimum strength and density
requirements for imported General Fill are a peak angle of internal friction of 32 degrees and a
unit weight of 120 pounds per cubic foot (pcf), as tested on remolded samples compacted to the
requirements in Section 8.5.5.
Imported fill for unreinforced slopes up to 2H:1V, reinforced slopes, and retaining walls (i.e.,
reinforced soil and wedge backfill soils) should meet the specifications for Structural Fill provided
in Appendix G. In addition to the specifications in Appendix G, the recommended minimum
strength and density requirements for imported Structural Fill are a peak angle of internal friction
of 38 degrees and a unit weight of 120 pounds per cubic foot (pcf), as tested on remolded
samples compacted to the requirements in Section 8.5.5.
8.5.3 Lightweight Fill and Geofoam
Lightweight fill may be used as an option on the upslope side of Tank 5 to reduce lateral earth
pressures on the tank. We expect lightweight fill may consist of pumice, expanded shale, or
other aerated soil materials. The lightweight fill material should well-graded, with a maximum of
15% passing the #200 sieve. The lightweight fill should meet FHWA requirements for pH, sulfate,
chloride, and resistivity for MSE wall backfill. Langan is not requiring a minimum or maximum
unit weight for lightweight fill at this time, but the exact unit weight of the lightweight fill will
determine the reduction in lateral loading on the wall. Langan can provide further requirements
and guidance for lightweight fill upon request.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 27 of 34

Geofoam may be used as an option to reduce lateral earth pressures on the tank. We expect
geofoam may consist of expanded polystyrene (EPS) geofoam. EPS is typically a lightweight,
rigid, expanded plastic material. The exact EPS class used will depend on the height of geofoam
proposed, and the amount of soil proposed atop the geofoam. Langan can provide further
requirements and guidance for geofoam upon request.
8.5.4 Riprap
Riprap should consist of clean, angular to subangular, crushed stone with diameters from 4 to 12
inches, such as D50=9 inches (or type VL). The contractor should submit material specifications
for approval prior to construction.
8.5.5 Contractor Submittals for Engineered Fill
The following tests should be performed by the Contractor on representative samples of the
reused site-soils and imported fill:
• Grain-size distribution (ASTM D422)
• Atterberg Limits (ASTM D4318)
• Modified Proctor Compaction Test (ASTM D1557)
• Swell/Collapse Test (ASTM D4546 Method C)
o Remolded to a minimum of 90% of the maximum dry density and at a moisture
content 1% below to 2% above the optimum moisture content, according to the
modified proctor compaction test (ASTM D1557).
o Tested with a 200 psf inundation pressure.
• Direct Shear Test (ASTM D3080)
o Remolded to a minimum of 90% of the maximum dry density and at a moisture
content 1% below to 2% above the optimum moisture content, according to the
modified proctor compaction test (ASTM D1557).
o Run at the confining pressures specified by the Owner’s engineer (typically 1,000
psf, 3,000 psf, and 9,000 psf).
• Unconsolidated Undrained Triaxial Shear Test (ASTM D2850)
o Remolded to a minimum of 90% of the maximum dry density and at a moisture
content 1% below to 2% above the optimum moisture content, according to the
modified proctor compaction test (ASTM D1557).
o Run at the confining pressure specified by the Owner’s engineer (typically 1,000
psf).
Test results should be submitted to the Geotechnical Engineer for approval of fill soils. All
proposed fill soils should be reviewed and approved by the Geotechnical Engineer before
placement and compaction of fill. Fill soils should not contain excessive sulfates or chlorides that
could be detrimental to buried concrete and metal. The Contractor should submit laboratory test
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 28 of 34

results to certify the fill is free from these materials. Recommendations for utilities and corrosion
protection are given in Sections 8.10 and 8.11.
8.5.6 Fill Placement and Compaction
Fill placement and compaction should conform to the specifications in Appendix G.
8.6 Settlement and Heave
Soft saturated clays, and some unsaturated clays with medium to high expansion potential are
anticipated below the proposed tank and booster pump station locations. These conditions can
result in excessive settlement of buildings pads when new fill and building loads are introduced
and could experience excessive heave of expansive clays due to variations in moisture content.
Langan estimates that 3 feet of improved subgrade will be required beneath the tank to limit
heave potential to 1 inch. Langan estimates that 2 feet of improved subgrade will be required
beneath the booster pump station foundations to reduce heave potential to 1 inch. Subgrade
improvement should extend a minimum of 5 feet laterally beyond utility foundations.
As discussed, settlement up to 3 inches is anticipated beneath Tank 5 when the tank is full. We
expect about 2 inches of this settlement to be elastic and occur immediately upon loading. We
expect up to 1 inch of the settlement to be consolidation settlement, about 90% of which is
expected to occur within 10 months of maximum loading. If the tank is not full, the consolidation
settlement will occur more slowly. We expect maximum differential settlement up to
approximately 0.75 inches. If 3 inches of total settlement or 0.75 inches of differential settlement
is not acceptable, the subgrade improvement depth beneath the tank will need to be increased.
Langan can provide recommendations for this upon request.
8.6.1 Subgrade Improvement
Subgrade improvement (ground improvement) should consist of replacement of the upper
portion of existing soils with non-expansive granular soils meeting the criteria for Structural Fill.
8.7 Tank 5 Foundation Recommendations
Based on the findings of our subsurface investigation, the proposed tank can be supported on
shallow foundations. We recommend the tank be supported on spread footings or a mat
foundation, bearing on a minimum 36-inch-thick pad constructed of Structural Fill as defined in
Appendix G, General Earthwork Specification. We expect the tank will be stable under static and
seismic loading in its final condition, once backfilled. The contractor is responsible for ensuring
safety of slopes and the tank under temporary conditions during construction.
8.7.1 Shallow Foundations
Shallow foundations should have a minimum width of 18 inches and a maximum width of 72
inches and can be designed with an allowable bearing capacity of 4 ksf. Shallow foundations
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 29 of 34

should bear at least 36 inches below exterior grades to protect from frost. It is critical that a
qualified geotechnical engineer be present during the subgrade preparation and improvement
work to verify adequate bearing is achieved. After the bearing surface has been approved, it
should be protected until the foundations are poured. All foundation bearing areas should be level
and proofrolled according to the Site Clearing and Preparation sections of this report.
The contractor should be responsible for maintaining all foundation subgrades in their as-
approved condition until footing concrete is placed and the excavations are properly backfilled.
Rainwater, snow, ice, or trash and debris should not be allowed to accumulate in the excavation.
If subgrade areas become wet and disturbed, they may no longer be suitable for foundations. If
the concrete for footings cannot be placed the same day as excavation, the subgrades can be
protected by over-excavating the subgrade by 6 inches and replacing the over-excavation with ¾-
inch clean, crushed stone, or placing a thin mud mat (i.e., lean concrete).
8.7.2 Mat Foundation
As mentioned, mat foundations should bear on a Structural Fill pad. We recommend designing
mat foundations bearing on a 36” thick structural fill pad using an allowable bearing capacity of
2.0 ksf. We preliminarily expect mat foundations 55 feet in diameter can be designed using a
modulus of subgrade reaction of 100 pounds per cubic inch (pci). We should interact with the
foundation designer to ensure the appropriate assumptions are made based on anticipated
bearing pressures and allowable settlement. Construction or saw-cut joints should be provided
as necessary for crack control.
8.7.3 Lateral Resistance
Our recommendations for lateral resistance assume the use of Structural Fill for the bearing pad
and backfill against the tank. Lateral resistance can be mobilized through basal friction below the
tank using a coefficient of friction of 0.45. Passive earth pressures should not be used in the
design to resist lateral loading.
As discussed, lateral earth pressures on the tank would be minimized by the construction of a
SNW or the use of lightweight backfill or geofoam on the upslope side of the tank.
8.8 Water Utility Line
All excavations for new utilities should be properly sloped or braced in conformance with
applicable OSHA regulations. Before utility installations, exposed utility trenches should be
compacted and proofrolled with at least six overlapping coverages of a double-drum walk-behind
sheepsfoot roller. Any soft or unstable areas identified by the proofrolling should be removed and
replaced with compacted fill. Backfill and backfill placement and compaction in utility excavations
should meet the previously discussed requirements for engineered fill section of this report. Fill
placed on the sides of the utilities should be compacted to a firm unyielding surface using thin
lifts and small-contact-area equipment.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 30 of 34

Because of the likely presence of unsuitable bearing material at the proposed utility subgrade
elevation, we recommend that in areas where moisture conditioning have not been performed,
at least 1 foot of over-excavation and replacement with approved bedding material be performed
beneath utilities. The actual extent of removal should be determined by a qualified inspecting
geotechnical engineer based on the ground conditions encountered at the time of excavation.
In addition, because of the potential for settlement, heave, and lateral displacement along
utilities, we recommend the following be done:
• Flexible connections capable of sustaining differential movements should be provided for
utilities where they transition from building areas to adjacent site areas.
• Utilities should be constructed using flexible materials (e.g., HDPE).
• Fill soils above utilities should be the same as those adjacent to utilities.
8.9 Corrosion Protection
We expect subgrade soils within the Plat 3C Water Utilities area to have negligible exposure to
sulfate and to be moderately corrosive to very corrosive. We expect critical resistivity and chloride
values for ground aggressiveness. To prevent the potential for corrosion of the Tank foundation
we recommend that it bear on non-corrosive fill material. We preliminarily suggest that a cement
mix with a maximum water cement ratio of 0.45 and a minimum specified compressive strength
(f’c) of 4,500 psi is used, and that subsurface ferrous metal structures and utilities not embedded
in concrete be protected against corrosion. The corrosion potential of the bearing soils should be
tested before pouring foundations as discussed in the additional investigations section.
8.10 Water Control
Groundwater is not expected to be encountered during construction; however, ponding of
surface-water runoff can occur, groundwater near streams may be encountered, and perched
water within the natural soils may be encountered. Dewatering of collected storm runoff and
water seepage into the excavations is expected to be handled to conventional sump pumping.
The pumping, handling, and discharge of all dewatering effluent should be performed in
accordance with all applicable regulations and any environmental requirements for the Site. We
recommend that the contractor prepare a dewatering plan for our review.
Temporary provisions should be made during the rainy season to adequately direct surface
drainage away from and off the work area. Also, final grading should allow the water to divert
away from the buildings after construction is completed.
8.11 Grading and Drainage
All grades must be adjusted to provide positive drainage away from the proposed Tank 5 and
Pump Station. Water should not be allowed to pond near or adjacent to the perimeter of the
proposed Tank 5 and Pump Station (either during or post-construction) as water can result in
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 31 of 34

greater soil movements than anticipated. Grades should be sloped at a minimum of 2% beyond
the Tank 5 and Pump Station. Where other requirements or existing Site features limit the
gradient, slopes on the order 1% minimum are considered acceptable.
After construction, we recommend verifying the final grading to document that positive drainage,
as described above, has been achieved.
9.0 SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS AND CONSTRUCTION
QUALITY ASSURANCE
During final design we should be retained to consult with the design team as geotechnical
questions arise. Technical specifications and design drawings should incorporate
our recommendations. When authorized, we will assist the design team in preparing specification
sections related to geotechnical issues such as earthwork, ground improvement, backfill and
excavation support. We should also, when authorized, review the project plans, as well as
Contractor submittals relating to materials and construction procedures for geotechnical work, to
confirm the designs incorporate the intent of our recommendations.
We have investigated and interpreted the site subsurface conditions and developed the
recommendations contained herein, and is therefore best suited to perform quality assurance
observation and testing of geotechnical-related work during construction. The work requiring
quality assurance confirmation and/or special inspections per the Building Code includes, but is
not limited to, earthwork, backfill, ground improvement, retaining walls, shallow and deep
foundations, and excavation support.
Recognizing that construction observation is the final stage of geotechnical design, quality
assurance observation during construction by us is necessary to confirm the design assumptions
and design elements, to maintain our continuity of responsibility on this project, and allow us to
make changes to our recommendations, as necessary. The general geotechnical construction
methods recommended herein are predicated upon us assisting with the final design and
providing construction observation services for the Owner. Should we not be retained for these
services, we cannot assume the role of geotechnical engineer of record, and the entity providing
the final design and construction observation services must serve as the engineer of record.
10.0 OWNER AND CONTRACTOR RESPONSIBILITIES
The Contractor is responsible for construction quality control, which includes satisfactorily
constructing the geotechnical systems and any associated temporary works to achieve the
design intent while not adversely impacting or causing loss of support to neighboring property,
structures, utilities, roadways, etc. Construction activities that can alter the existing ground
conditions such as excavation, fill placement, foundation construction, ground improvement, pile
driving/drilling, dewatering, etc. can also induce stresses, vibrations, and movements in nearby
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 32 of 34

structures and utilities, and disturb occupants. Contractors are solely responsible to ensure that
their activities will not adversely affect the structures and utilities, and will not disturb occupants.
Contractors must also take all necessary measures to protect the existing structures, utilities,
etc. during construction. By using this report, the Owner agrees that we will not be held
responsible for any damage to adjacent structures, utilities, etc.
The preparation and use of this report is based on the condition that the project construction
contract between the Owner and their Contractor(s) will include: 1) Langan being added to the
Project Wrap and/or Contractor’s General Liability insurance as an additional insured, and 2)
language specifically stating the Earthwork Contractor will defend, indemnify, and hold harmless
the Owner and Langan against all claims related to disturbance or damage to adjacent structures,
utilities, etc. or properties.
11.0 LIMITATIONS
The conclusions and recommendations provided in this report result from our interpretation of
the geotechnical conditions existing at the site inferred from a limited number of borings, CPTs,
test pits and other exploration, as well as architectural and structural information provided by
(Write the names of the firms here). Actual subsurface conditions may vary. Recommendations
provided are dependent upon one another and no recommendation should be followed
independent of the others.
Any proposed changes in structures or their locations should be brought to Langan’s attention as
soon as possible so that we can determine whether such changes affect our recommendations.
Information on subsurface strata and groundwater levels shown on the logs represent conditions
encountered only at the locations indicated and at the time of investigation. If different conditions
are encountered during construction, they should immediately be brought to Langan’s attention
for evaluation, as they may affect our recommendations.
This report has been prepared to assist the Owner, architect, and structural engineer in the design
process and is only applicable to the design of the specific project identified. The information in
this report cannot be utilized or depended on by engineers or contractors who are involved in
evaluations or designs of facilities (including underpinning, grouting, stabilization, etc.) on
adjacent properties which are beyond the limits of that which is the specific subject of this report.
Environmental issues (such as permitting or potentially contaminated soil and groundwater) are
outside the scope of this study and should be addressed in a separate evaluation.

Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 33 of 34

REFERENCES
Bennet, S., Briggs, R., DuRoss, C., Mahan, S., Reitman, N., Wald, L.A., 2015. "How Big and How
Frequent Are Earthquakes on the Wasatch Fault?" United States Geologic Survey, Earthquake
Hazards Program Brief, Accessed July 20h 2019, from USGS web site.
Bowman, S.D., and Lund, W.R., editors, Guidelines for investigating geologic hazards and
preparing engineering-geology reports, with a suggested approach to geologic-hazard ordinances
in Utah: Utah Geological Survey Circular 122, p. 15–30.
Bryant, B., 1984, Reconnaissance geologic map of the Precambrian Farmington Canyon complex
and surrounding rocks in the Wasatch Mountains between Ogden and Bountiful, Utah. U.S.
Geologic Survey Investigation Map 1447, 1 map, Scale 1:50,000.
Bryant, B., 1988, Geology of the Farmington Canyon Complex, Wasatch Mountains, Utah. U.S.
Geologic Survey Professional Paper 1476, 1 map, Scale 1:50,000.
Cruden, D.M., and Varnes, D.J., 1996, Landslide types and processes, in Turner, A.K., and
Schuster, R.L., Landslides Investigation and Mitigation Special Report 247: Transportation
Research Board National Research Council Washington D.C., National Academy Press,
p. 36-75.
Elliott, A.H., and Harty, K.M., 2010, Landslide Maps of Utah, Ogden 30’ X 60’ Quadrangle. Utah
Geologic Survey Map 246DM. Scale 1:100,000.
Elliott, A.H., compiler, Technical reports for 2002-2009, Geologic Hazards Program: Utah
Geological Survey Report of Investigation 269, p. 286-288.
Giraud, R.E., and Shaw, L.M., 2007, Landslide Susceptibility Maps of Utah. Utah Geologic Survey
Map 228DM. Scale 1:500,000.
Hecker, S., 1993, Quaternary tectonics of Utah with emphasis on earthquake-hazard
characterization: Utah Geological Survey Bulletin 127, 157 p., map scale 1:500,000.
International Code Council, 2014a, International building code: Country Club Hills, Illinois, 700 p.
& International Code Council, 2014b, International residential code—for one and two story
dwellings: Country Club Hills, Illinois, 902 p.: The 2015 International Building and Residential
Codes (IBC/IRC; International Code Council, 2014a, 2014b), adopted statewide in Utah after July
1, 2016 (Title 15A, http:// le.utah.gov/xcode/Title15A/15A.html).
Jewell, P. W., and R. L. Bruhn. 2013. Evaluation of Wasatch fault segmentation and slip rates
using Lake Bonneville shorelines, J. Geophys. Res. Solid Earth, 118, 2528–2543.
Kaliser, B.N., 1972. Geologic hazards in Morgan County with applications to planning: Utah
Geological and Mineralogical Survey Bulletin 93, 56 p., 2 plates.
King J.K., and McDonald, G.N. 2022. Interim Geologic Map of the Peterson Quadrangle, Davis
and Morgan Counties, Utah. Utah Geologic Survey Open-File Report 734dm. Scale 1:24,000.
Wasatch Peaks Ranch Development
Geologic Hazards and Geotechnical Report – Plat 3C Waterlines, Booster Pumps, and Tank 5
Peterson, Morgan County, Utah
Langan Project No.: 170529901
15 January 2025
Revised 26 February 2025
Page 34 of 34

Leydsman McGinty, E.I.; McGinty, C.M. 2009. The physiography of Utah. In: Banner, R.E.;
Baldwin, B.D.; Leydsman McGinty, E.K., project coordinators. Rangeland resources of Utah.
Logan, Utah: Logan, UT: Utah State University, Cooperative Extension Service [Accessed July
19, 2019].
Lund, W.R., editor, 1995, Environmental and engineering geology of the Wasatch Front region:
Utah Geological Association Guidebook 24, 541 p.
Morgan County, UT Code of Ordinances, Title XV, Chapter 155, Subsections 220-237, updated
May 2024. Accessed October 2024.
National Oceanic and Atmospheric Administration, “What is LiDAR?,” National Ocean Service,
U.S. Department of Commerce, Accessed 11 February 2020, from NOAA website.

Price, D., 1985. Ground water in Utah's densely populated Wasatch Front area - The challenge
and the choices. U.S. Geologic Survey Water Supply Paper 2232.
Risk Engineering Inc., 2002. EZFRISK computer program. Version 5.7.
Utah Geological Survey, 2004, Quaternary Fault and Fold Database of the United States, Hansel
Valley fault (Class A) No. 2358, updated January, 2017.
Utah Geological Survey, 2013, Quaternary Fault and Fold Database and Map of Utah, GIS Data
Layer, Utah Automated Geographic Reference Center (AGRC), updated March, 2020.
Utah Geological Survey, 2016, Earthquake Probabilities for the Wasatch Front Region in Utah,
Idaho, and Wyoming, by Working Group on Utah Earthquake Probabilities, Utah Geological
Survey Miscellaneous Publication 16-3.
Van Horn, R., and Crittenden, M.D., 1987. Map showing surficial units and bedrock geology of
the Fort Douglas Quadrangle and parts of the Mountain Dell and Salt Lake City North quadrangles,
Davis, Salt Lake, and Morgan counties, Utah. U.S. Geologic Survey Investigation Map 1762, 1
map, Scale 1:24,000.
Wallace, J., Lowe, M., King, J.K., Sabbah, W., and Thomas, K. 2012. Hydrogeology of Morgan
Valley, Morgan County, Utah. Utah Geologic Survey Special Study 139.
Wells, D.L., and Coppersmith, K.J., 1994. New Empirical Relationships among Magnitude,
Rupture Length, Rupture Width, Rupture Area, and Surface Displacement. Bulletin of the
Siesmological Society of America, Vol. 84, No. 4, pp. 974-1002.
Wong, I., W. Arabasz, B. Carey, C. DuRoss, W. Lund, J. Pechmann, and B. Welliver (2013).
“This is the Right Place”: Seismological Research Letters, v. 84, no. 2, p. 165–169.

FIGURES

SOIL AND ROCK DESCRIPTION
Topsoil
High-plasticity clay (CH)
Low-plasticity clay (CL)
Low-plasticity silt (ML)
Gravel (GP), (GW)
Bedrock
GEOLOGIC UNITS
Qms - Mass-movement deposits
Residual soil
Tw - Wasatch formation bedrock
Qao - Alluvial deposits
Qgap - Glacial deposits
Clayey Sand (SC)
Residual Soil
Poorly-sorted Sand (SP)
Notes:
LEGEND
Geologic contact, solid where known,
dashed where approximate
1. This profile represents a generalized soil and
rock cross section interpreted from widely
spaced borings. Soil and groundwater may vary
in type, location, elevation, and environmental
and engineering properties between points of
exploration. Variations in subsurface conditions
should be expected between borings.
2. Borings are projected along topographic
contours to represent deposits most accurately.
Projection directions are approximate.
© 2
0
2
4

L
a
n
g
a
n
Langan Engineering andEnvironmental Services, LLC
300 Union Boulevard, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.com
7
SOIL AND ROCK DESCRIPTION
Topsoil
High-plasticity clay (CH)
Low-plasticity clay (CL)
Low-plasticity silt (ML)
Gravel (GP), (GW)
Bedrock
GEOLOGIC UNITS
Qms - Mass-movement deposits
Residual soil
Tw - Wasatch formation bedrock
Qao - Alluvial deposits
Qgap - Glacial deposits
Clayey Sand (SC)
Residual Soil
Poorly-sorted Sand (SP)
Qac - Mixed deposits
Clayey Gravel (GC)
Silty Sand (SM)
Notes:
LEGEND
Geologic contact, solid where known,
dashed where approximate
1. This profile represents a generalized soil and
rock cross section interpreted from widely
spaced borings. Soil and groundwater may vary
in type, location, elevation, and environmental
and engineering properties between points of
exploration. Variations in subsurface conditions
should be expected between borings.
2. Borings are projected along topographic
contours to represent deposits most accurately.
Projection directions are approximate.
© 2
0
2
4

L
a
n
g
a
n
Langan Engineering andEnvironmental Services, LLC
300 Union Boulevard, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.com PP3 X17 - PP3 X17'
8
SOIL AND ROCK DESCRIPTION
Topsoil
High-plasticity clay (CH)
Low-plasticity clay (CL)
Low-plasticity silt (ML)
Gravel (GP), (GW)
Bedrock
GEOLOGIC UNITS
Qms - Mass-movement deposits
Residual soil
Tn - Norwood formation bedrock
Residual Soil
Tw - Wasatch formation bedrock
Notes:
LEGEND
Geologic contact, solid where known,
dashed where approximate
1. This profile represents a generalized soil and
rock cross section interpreted from widely
spaced borings. Soil and groundwater may vary
in type, location, elevation, and environmental
and engineering properties between points of
exploration. Variations in subsurface conditions
should be expected between borings.
2. Borings are projected along topographic
contours to represent deposits most accurately.
Projection directions are approximate.
© 2
0
2
4

L
a
n
g
a
n
Langan Engineering andEnvironmental Services, LLC
300 Union Boulevard, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.com PP3 X18 - PP3 X18'
9
200
200
SCALE IN FEET
6,100
PP3C S1
0
Distance (Feet)
200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000
PP3C S1'
0 200 400 600 800 1,000 1,200
Distance (Feet)
1,400 1,600 1,800 2,000
El
e
v
a
t
i
o
n

(
F
e
e
t
,

N
A
V
D

8
8
)
El
e
v
a
t
i
o
n

(
F
e
e
t
,

N
A
V
D

8
8
)
2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 3,802
2,200 2,400 2,600 2,800 3,000 3,200 3,400 3,600 3,802
6,200
6,300
6,400
6,500
6,600
6,700
6,800
6,900
7,000
6,100
6,200
6,300
6,400
6,500
6,600
6,700
6,800
6,900
7,000
Wasatch Formation (Tw)
Projected 76 ft EastLB-1044
N40°W
Projected 30 ft NortheastLB-899
Projected 32 ft NortheastLB-898
Projected 105 ft NortheastLB-1062
Projected 220 ft SouthwestLB-1043
Projected 124 ft SoutheastLB-1053
SOIL AND ROCK DESCRIPTION
Topsoil
High-plasticity clay (CH)
Low-plasticity clay (CL)
Sand (SP), (SW)
Low-plasticity silt (ML)
High-plasticity silt (MH)
Gravel (GP), (GW)
Bedrock
GEOLOGIC UNITS
Qms - Mass-movement deposits
Qao - Alluvial deposits
Residual soil
Tw - Wasatch formation bedrock
Clayey sand (SC)
Silty sand (SM)
Clayey gravel (GC)
Silty gravel (GM)
Residual soil
Qgap - Glacial deposits
Qapb - Alluvial deposits
Qac - Alluvial and colluvial deposits
Notes:
LEGEND
Geologic contact, solid where known,
dashed where approximate
1. This profile represents a generalized soil and
rock cross section interpreted from widely
spaced borings. Soil and groundwater may vary
in type, location, elevation, and environmental
and engineering properties between points of
exploration. Variations in subsurface conditions
should be expected between borings.
2. Borings are projected along topographic
contours to represent deposits most accurately.
Projection directions are approximate.
Movement direction
Filename: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Analyses\SLOPE_W\PP3\PP3C\CAD\Geological Section\PP3C Section S1.dwg Date: 5/17/2024 Time: 12:46 User: jevans Style Table: Langan.stb Layout: FIGURE 7
© 2
0
2
3

L
a
n
g
a
n
Langan Engineering andEnvironmental Services, Inc.
300 Union Boulevard, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.com
SCALE IN FEET
300
300
0
0
05/17/2024 810
11
AT-REST EARTH
PRESSURE (SLOPING
BACKFILL)
56 psf
1 foot
GROUND SURFACE
BELOW-GRADE WALL
LEGEND:
H = DEPTH OF BOTTOM OF RETAINING WALL FROM GROUND SURFACE
ACTIVE EARTH
PRESSURE (SLOPING
BACKFILL)
GROUND SURFACE
BELOW-GRADE WALL
H
STATIC CASE
SEISMIC CASE
GENERAL NOTES:
1.DIAGRAMS SHOWN ARE SIMPLIFIED REPRESENTATIONS OF VARIOUS LATERAL LOADS FOR USE IN DESIGN OF RESTRAINED BELOW-GRADE WALLS.
2.DIAGRAMS CONSIDER THAT THE BACKFILL SOILS ARE DRAINED AND THAT HYDROSTATIC PRESSURE IS NOT ALLOWED TO BUILD ON BELOW-GRADE
WALLS.
3.LATERAL EARTH PRESSURE DIAGRAMS ARE BASED ON A UNIT WEIGHT OF 120 PCF FOR BACKFILL; AN AT-REST LATERAL EARTH PRESSURE
COEFFICIENT, K0 = 0.46; AN ACTIVE LATERAL EARTH PRESSURE COEFFICIENT, Ka=0.28. LATERAL EARTH PRESSURE MUST BE ADJUSTED FOR VARIANCES
IN UNIT WEIGHT.
34 psf
1 foot
35 psf
1 foot
SEISMIC
INCREMENT
H
SURCHARGE
q (psf)
0.5q psf
SURCHARGE
q (psf)
0.5q psf
0.5q psf
0.5q psf
4H
1V (MAX)
4H
1V (MAX)
Filename: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Plat 3C Water Utilities\Figures\Earth Pressure diagram.dwg Date: 1/14/2025 Time: 11:53 User: pcole Style Table: Langan.stb Layout:
300 Union Boulevard, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.com
Langan Engineering and
Environmental Services, LLC
© 2
0
2
5

L
a
n
g
a
n
12

APPENDIX A
Historical Aerial Photographs and Topographic Maps
EDR Historical Topo Map Report
Inquiry Number:
6 Armstrong Road, 4th floor
Shelton, CT 06484
Toll Free: 800.352.0050 www.edrnet.com
with QuadMatch™
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
May 02, 2022
6963226.1
EDR Historical Topo Map Report
EDR Inquiry #
Search Results:
P.O.#
Project:
Maps Provided:
Disclaimer - Copyright and Trademark Notice
EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners.
page-
Coordinates:
Latitude:
Longitude:
UTM Zone:
UTM X Meters:
UTM Y Meters:
Elevation:
Contact:
Site Name: Client Name:
2020
2017
2014
1998
1991
1975
1969
1955
05/02/22
Wasatch Peaks Ranch Langan Engineering, Inc.
4213 N Morgan Valley Dr 360 W. 31st Street
Morgan, UT 84050 New York, NY 10001
6963226.1 Patrick Cole
EDR Topographic Map Library has been searched by EDR and maps covering the target property location as provided by
Langan Engineering, Inc. were identified for the years listed below. EDR’s Historical Topo Map Report is designed to assist
professionals in evaluating potential liability on a target property resulting from past activities. EDRs Historical Topo Map
Report includes a search of a collection of public and private color historical topographic maps, dating back to the late
1800s.
170529901 41.082547 41° 4' 57" North
Wasatch Peaks Ranch -111.807713 -111° 48' 28" West
Zone 12 North
432154.61
4548234.90
6133.86' above sea level
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot
be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY
EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY
DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE
OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE,
WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING,
WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL
DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any
analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to
provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I
Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property.
Additionally, the information provided in this Report is not to be construed as legal advice.
Copyright 2022 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of
Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.
6963226 1 2
page
Topo Sheet Key
This EDR Topo Map Report is based upon the following USGS topographic map sheets.
-
2020 Source Sheets
2020
Peterson
7.5-minute, 24000
2017 Source Sheets
2017
Peterson
7.5-minute, 24000
2014 Source Sheets
2014
Peterson
7.5-minute, 24000
1998 Source Sheets
1998
Peterson
7.5-minute, 24000
Aerial Photo Revised 1997
6963226 1 3
page
Topo Sheet Key
This EDR Topo Map Report is based upon the following USGS topographic map sheets.
-
1991 Source Sheets
1991
Peterson
7.5-minute, 24000
Aerial Photo Revised 1986
1975 Source Sheets
1975
Peterson
7.5-minute, 24000
Aerial Photo Revised 1975
1969 Source Sheets
1969
Peterson
7.5-minute, 24000
Aerial Photo Revised 1969
1955 Source Sheets
1955
Peterson
7.5-minute, 24000
Aerial Photo Revised 1954
6963226 1 4
Historical Topo Map
page
SITE NAME:
ADDRESS:
CLIENT:
This report includes information from the
following map sheet(s).
-
EW
SW S SE
NW N NE
2020
0 Miles 0.25 0.5 1 1.5
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Langan Engineering, Inc.
TP, Peterson, 2020, 7.5-minute
6963226 1 5
Historical Topo Map
page
SITE NAME:
ADDRESS:
CLIENT:
This report includes information from the
following map sheet(s).
-
EW
SW S SE
NW N NE
2017
0 Miles 0.25 0.5 1 1.5
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Langan Engineering, Inc.
TP, Peterson, 2017, 7.5-minute
6963226 1 6
Historical Topo Map
page
SITE NAME:
ADDRESS:
CLIENT:
This report includes information from the
following map sheet(s).
-
EW
SW S SE
NW N NE
2014
0 Miles 0.25 0.5 1 1.5
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Langan Engineering, Inc.
TP, Peterson, 2014, 7.5-minute
6963226 1 7
Historical Topo Map
page
SITE NAME:
ADDRESS:
CLIENT:
This report includes information from the
following map sheet(s).
-
EW
SW S SE
NW N NE
1998
0 Miles 0.25 0.5 1 1.5
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Langan Engineering, Inc.
TP, Peterson, 1998, 7.5-minute
6963226 1 8
Historical Topo Map
page
SITE NAME:
ADDRESS:
CLIENT:
This report includes information from the
following map sheet(s).
-
EW
SW S SE
NW N NE
1991
0 Miles 0.25 0.5 1 1.5
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Langan Engineering, Inc.
TP, Peterson, 1991, 7.5-minute
6963226 1 9
Historical Topo Map
page
SITE NAME:
ADDRESS:
CLIENT:
This report includes information from the
following map sheet(s).
-
EW
SW S SE
NW N NE
1975
0 Miles 0.25 0.5 1 1.5
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Langan Engineering, Inc.
TP, Peterson, 1975, 7.5-minute
6963226 1 10
Historical Topo Map
page
SITE NAME:
ADDRESS:
CLIENT:
This report includes information from the
following map sheet(s).
-
EW
SW S SE
NW N NE
1969
0 Miles 0.25 0.5 1 1.5
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Langan Engineering, Inc.
TP, Peterson, 1969, 7.5-minute
6963226 1 11
Historical Topo Map
page
SITE NAME:
ADDRESS:
CLIENT:
This report includes information from the
following map sheet(s).
-
EW
SW S SE
NW N NE
1955
0 Miles 0.25 0.5 1 1.5
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Langan Engineering, Inc.
TP, Peterson, 1955, 7.5-minute
6963226 1 12
The EDR Aerial Photo Decade Package
Wasatch Peaks Ranch
4213 N Morgan Valley Dr
Morgan, UT 84050
Inquiry Number:
May 02, 2022
6963226.2
6 Armstrong Road, 4th floor
Shelton, CT 06484
Toll Free: 800.352.0050
www.edrnet.com
2016 1"=875'Flight Year: 2016 USDA/NAIP
2011 1"=875'Flight Year: 2011 USDA/NAIP
2006 1"=875'Flight Year: 2006 USDA/NAIP
1997 1"=875'Acquisition Date: January 01, 1997 USGS/DOQQ
1993 1"=875'Acquisition Date: January 01, 1993 USGS/DOQQ
1980 1"=875'Flight Date: June 20, 1980 USDA
1978 1"=875'Flight Date: August 24, 1978 USDA
1975 1"=875'Flight Date: August 01, 1975 USGS
1967 1"=875'Flight Date: July 10, 1967 USDA
1953 1"=875'Flight Date: August 04, 1953 USGS
EDR Aerial Photo Decade Package 05/02/22
Wasatch Peaks Ranch
Site Name:Client Name:
Langan Engineering, Inc.
4213 N Morgan Valley Dr 360 W. 31st Street
Morgan, UT 84050 New York, NY 10001
EDR Inquiry #6963226.2 Contact:Patrick Cole
Environmental Data Resources, Inc. (EDR) Aerial Photo Decade Package is a screening tool designed to assist
environmental professionals in evaluating potential liability on a target property resulting from past activities. EDR’s
professional researchers provide digitally reproduced historical aerial photographs, and when available, provide one photo
per decade.
Search Results:
Year Scale Details Source
When delivered electronically by EDR, the aerial photo images included with this report are for ONE TIME USE
ONLY. Further reproduction of these aerial photo images is prohibited without permission from EDR. For more
information contact your EDR Account Executive.
Disclaimer - Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot
be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY
EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY
DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE
OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE,
WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING,
WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL
DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any
analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to
provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I
Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property.
Additionally, the information provided in this Report is not to be construed as legal advice.
Copyright 2022 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of
Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.
EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are
the property of their respective owners.
6963226 2-page 2
6963226.2
2016
= 875'
6963226.2
2011
= 875'
6963226.2
2006
= 875'
6963226.2
1997
= 875'
6963226.2
1993
= 875'
6963226.2
1980
= 875'
6963226.2
1978
= 875'
6963226.2
1975
= 875'
6963226.2
1967
= 875'
6963226.2
1953
= 875'

APPENDIX B
Satellite Data Report (TREA)

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 1 of 27
InSAR Analysis of Historical Ground Displacement
over Wasatch Peaks Ranch, Utah (USA)
Technical Report May 2021

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 2 of 27
Report Specifications

Client: Langan Engineering and Environmental Services, Inc.
Attention: Luis Berroteran
Address: 300 Kimball Drive, 4th Floor
Parsippany, NJ 07054-2172, USA

Reference:
Title: InSAR Analysis of Historical Ground Displacement over
Wasatch Peaks Ranch, Utah (USA)
TRE ALTAMIRA Delivery Reference: JO21-1437-CA REP 1.0
Client Reference (PO): 10098

Prepared by: TRE ALTAMIRA Inc.
Address: #410 - 475 West Georgia Street
Vancouver, BC, V6B 4M9, Canada
Author(s): Riccardo Tortini
Verified by: Vicky Hsiao
Approved by: Giacomo Falorni
Date: 27 May 2021
Version: 1.0

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 3 of 27
Executive Summary
This report describes the results of the historical ground displacement InSAR analysis over the Wasatch Peaks
Ranch development in Northern Utah, USA. TRE Altamira used its SqueeSAR® algorithm to process low-
resolution Envisat and Sentinel images and carry out a 1-D Line-of-Sight (LOS) analysis of ground
displacement observed from February 2015 to January 2021 using Sentinel and from October 2005 to
October 2010 using Envisat. The SqueeSAR results provided high measurement point density in urban areas
(e.g. Mountain Green, UT) and along major infrastructures (e.g. roads), but lower density in the surrounding
areas due to loss of coherence caused by dense vegetation cover and snow covering the ground in the winter
months. The following points summarize the key findings:
• The historical analyses of the Envisat (2005-2010) and Sentinel (2015-2021) imagery produced a
measurement point coverage of 153.99 and 1535.30 points per square mile, respectively. Point
distribution is irregular and impacted by vegetation and snow-cover.
• To increase measurement point distribution TRE Altamira performed additional independent
processings of the 2019 and 2020 periods using the Sentinel data, which significantly improved the
MP distribution and density (2892.90 and 2549.81 points per square mile, respectively).
o The results show generally eastward displacements at WPR, compatible with the local east-
facing topography, particularly at lower altitudes.
o Note that measurement precision is reduced compared to the full period data set and may
contain a seasonal component.
• A historical analysis based on imagery from the ERS satellite (1992-2000) was also conducted but did
not produce informative results due to the unfavorable characteristics of the data set and the area.
This product was not delivered and no costs were charged for this processing.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 4 of 27
Table of Contents
Executive Summary ................................................................................................... 3
Acronyms and Abbreviations ..................................................................................... 5
1. Introduction ..................................................................................................... 6
2. Radar Data ....................................................................................................... 8
3. Technique Description ...................................................................................... 9
3.1. SqueeSAR Analysis .................................................................................................... 9
3.1.1. 1-D Measurements ................................................................................... 10
3.1.2. Measurement Precision ............................................................................ 10
3.2. Temporary Coherent Scatterers ............................................................................. 11
4. Results ........................................................................................................... 12
5. Observations .................................................................................................. 16
5.1. Average Time Series of the areas of particular interest ......................................... 16
5.1.1. Snowbasin ................................................................................................. 16
5.1.2. SR-167 ....................................................................................................... 19
5.1.3. WPR ........................................................................................................... 21
6. Summary and Recommendations ................................................................... 24
Appendix 1: Delivered Files ...................................................................................... 25
List of Deliverables ............................................................................................................ 25
Database Structure ........................................................................................................... 25
TREmaps ............................................................................................................................ 27
Appendix 2: Additional Radar Data Details ............................................................... 28

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 5 of 27
Acronyms and Abbreviations

AOI Area of Interest
ATS Average Time Series
CR Corner Reflector
DInSAR Differential Interferometric SAR
DS Distributed Scatterer(s)
GIS Geographic Information System
InSAR Interferometric Synthetic Aperture Radar
LOS Line of Sight
MP Measurement Point
PS Permanent Scatterer(s)
SAR Synthetic Aperture Radar
SqueeSAR® The most recent InSAR algorithm patented by TRE
TCS Temporary Coherent Scatterer
TREA TRE Altamira Inc.
TS Time Series

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 6 of 27
1. Introduction
Langan Engineering and Environmental Services, Inc. (Langan) is interested in assessing ground movement
over the Wasatch Peaks Ranch (WPR) proposed development in Northern Utah (USA). The 56.5 sq mi area of
interest (AOI) covers (i) the WPR development area, (ii) a section of Utah State Route 167 (SR-167), and (iii)
Snowbasin, a ski resort ~10 miles north of WPR (Figure 1). These areas are of particular interest to Langan
because ground displacements have been observed in the past.
Langan contracted TRE Altamira Inc. (TREA) to carry out a historical InSAR analysis over the site. The current
report provides an overview of the ground displacement observed from October 2005 to October 2010 using
the Envisat satellite and from February 2015 to January 2021 using the Sentinel satellite, in addition to annual
monitoring of the snow-free periods from April to November 2019 and from April to December 2020 using
Sentinel. For all analyses, TREA used its proprietary SqueeSAR® algorithm and low-resolution Envisat and
Sentinel imagery. All delivered files are listed in Appendix 1.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 7 of 27

Figure 1: Area of interest.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 8 of 27
2. Radar Data
The radar data processed over the site consists of low-resolution images acquired by the Envisat (ENV) and
Sentinel (SNT) satellites from an ascending orbit (satellite travelling from south to north and imaging to the
east). The 36-image Envisat archive covers the period from October 2005 to October 2010, whereas the
Sentinel 96-image Sentinel archive covers the period from February 2015 to January 2021 and was used for
three separate data processings: the full 2015-2021 historical data set, and two independent snow-free data
sets for the years 2019 and 2020 (Table 1 and Figure 2). Appendix 2 provides additional information on
satellite acquisition parameters used for the processing.

Table 1: Satellite acquisition parameters and image acquisition information.
Satellite Pixel
Resolution [ft] Orbit Track LOS
Angle (Θ)
# of
Images Date Range [mm-dd-yyyy]
Envisat 65 x 15 Ascending 406 25.6° 36 18-10-2005 – 12-10-2010
Sentinel 65 x 15 Ascending 20
43.9° 96 04-02-2015 – 21-01-2021
43.9° 19 02-04-2019 – 04-11-2019
43.9° 22 08-04-2020 – 16-12-2020

Figure 2: Temporal distribution of the radar images over WPR. Images that were strongly impacted by snow were removed from
the processing. The independent snow-free monitoring periods in 2019 and 2020 are indicated by the grey background.
Jan-05 Jan-06 Jan-07 Jan-08 Jan-09 Jan-10 Jan-11 Jan-12 Jan-13 Jan-14 Jan-15 Jan-16 Jan-17 Jan-18 Jan-19 Jan-20 Jan-21
Envisat Standard T406 Asc (44)Sentinel-1 Standard T20 Asc (129)

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 9 of 27
3. Technique Description
3.1. SqueeSAR Analysis
SqueeSAR® is an advanced multi-image InSAR algorithm patented by TREA that provides high precision
measurements of ground displacement in the form of a point cloud. The algorithm identifies measurement
points (MPs) from objects on the ground that display a stable return to the satellite in every image of an
archive (at least 15 images) and tracks linear and non-linear ground movement. The MPs belong to two
different classes (Figure 3):
• Permanent Scatterers (PS): point-wise radar targets characterized by highly stable radar signal
return (e.g. buildings, rocky outcrops, linear infrastructures, etc).
• Distributed Scatterers (DS): patches of ground exhibiting a lower but homogenous radar signal
return (e.g. rangeland, debris fields, arid areas, etc). DS therefore refer to small areas covering several
pixels rather than to a single target or object on the ground. For clarity of presentation and ease of
interpretation, DS are represented as individual points.

Figure 3: Schematic of PS and DS radar targets.

Each SqueeSAR MP provides the following information:
• Position and elevation estimated with respect to the WGS84 ellipsoid [ft].
• Displacement time series (TS) representing the evolution of the displacement for each acquisition
date [in].
• Annual average displacement rate [in/yr], calculated from a linear regression of the displacement
time series over the analysis period.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 10 of 27
The density and distribution of the MPs is related to the resolution of the imagery and the surface
characteristics of the area. In general, MP density increases with satellite resolution and over areas with bare
ground and man-made structures and decreases with the presence of vegetation and over areas with
changes to the ground cover over time (e. g. snow, operational activities). No measurement points can be
obtained over water.
3.1.1. 1-D Measurements
In InSAR analyses, all measurements are 1-D readings along the sensor's line-of-sight (LOS) as the true vector
of displacement is projected onto the LOS. The same displacement will produce different readings when
viewed from different angles (Figure 4). The LOS displacement rates are calculated from a linear regression
of the ground movement measured over the entire period covered by the satellite images. Each
measurement point corresponds to a Permanent Scatterer (PS) or a Distributed Scatterer (DS), and color-
coded according to its annual rate of movement and direction. In LOS analysis, negative values (red) indicate
movement away from the satellite, while positive values (blue) indicate movement towards the satellite.

Figure 4: SqueeSAR measures the projection of real movement (Dreal) onto the LOS. The same real movement (Dreal) will produce a
different value from a different LOS (different inclination or different orbits).

3.1.2. Measurement Precision
SqueeSAR measurements are differential in space and time. Measurements are spatially related to the local
reference point, and temporally to the date of the first available satellite image. The local reference point is
assumed to be motionless and selected for its radar properties and motion behavior. SqueeSAR
measurements contain two precision indices: the displacement rate standard deviation and the time series
error bar.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 11 of 27
The displacement rate standard deviation characterizes the error associated with the displacement rate with
respect to the reference point. Given the standard deviation (σ), and assuming that the errors are normally
distributed (Gaussian), 95% of the values tend to be included in a ±2σ range. The displacement rate standard
deviation is inversely proportional to the number of processed images and the length of the interval covered
by the imagery.
The displacement time series error bar indicates how well an analytical model fits the displacement time
series. The model is selected individually for each measurement point with an advanced Model Order
Selection technique that also considers the quality of the image archive (number of processed images, time
span covered by the archive and possible gaps in the acquisitions). The lower the standard deviation, the
lower the average residual with respect to the analytical model (i.e. the smaller the error bar of the time
series).
Table 2 provides a summary of the factors affecting the measurement precision and the geolocation (position
in space) precision of the MPs estimated from the 1-D SqueeSAR analysis, as well as typical precision values.

Table 2: Factors affecting the measurement and geolocation precision of SqueeSAR points with typical values at mid-latitudes.
Values are referred to a MP less than ~0.6 mi from the reference and a dataset of at least 30 radar images covering a 2-year period.
Measurement Precision Geolocation Precision
Factors
• Period of analysis
• Temporal continuity of acquisitions
• Number of images processed
• Distance from the reference point
(REF)
• Measurement point density
• Satellite resolution
• Satellite orbit accuracy (normal
baseline)
• Number of radar images (for z values)
• Absolute accuracy of the REF
Typical Values Displacement Rate Standard Deviation: <0.04 in/yr
Time series Error Bar: ±0.2 in
Envisat
x = ±23 ft
y = ±6.5 ft
z = ±5 ft
Sentinel
x = ±39 ft
y = ±26 ft
z = ±26 ft

3.2. Temporary Coherent Scatterers
The Temporary Coherent Scatterers (TCS) approach provides additional information based upon the
extraction of temporary radar targets from an image stack. Compared to permanent scatterers, TCS
represent points that are coherent within a subset of the image archive rather than within the entire data
set. This typically leads to a greater spatial coverage of the results, including over areas where measurement
points cannot be identified. The results are presented as a raster map.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 12 of 27
4. Results
The SqueeSAR processing provided a measurement point density of 1,535 MPs/sq mi in the Sentinel full
analysis (2015 – 2021). This value increased to 2,550 MPs/sq mi in 2020 and 2,893 MPs/sq mi in the 2019
data. The Envisat analysis (2005 – 2010) provided 154 MPs/sq mi. Full statistics for the four data sets are
shown in Table 3. The precision of the measurements, as indicated by the average standard deviation values,
is ±0.03 in/yr and ±0.02 in/yr for the historical Envisat and Sentinel data sets, respectively, whereas it is ±0.25
in/yr and ±0.18 in/yr for the 2019 and 2020 Sentinel data sets, respectively. Please refer to Section 3.1.3 for
a description on the precision of the MPs.
The average annual displacement rates for the historical data sets (i.e. 2005 - 2010 Envisat and 2015 - 2021
Sentinel) are displayed in Figure 5, whereas the average annual displacement rates for the annual data sets
(i.e. 2019 and 2020 Sentinel) are displayed in Figure 6. The displacement rates derived from the Temporary
Coherent Scatterers are shown in Figure 7.

Table 3: Statistics and data processing characteristics of the SqueeSAR analyses. All data sets are obtained from ascending orbits.
Attribute Historical Envisat
(2005 – 2010)
Historical Sentinel
(2015 – 2021) 2019 Sentinel 2020 Sentinel
Date Range
18 Oct 2005
–
12 Oct 2010
04 Feb 2015
–
21 Jan 2021
02 Apr 2019
–
04 Nov 2019
08 Apr 2020
–
16 Dec 2020
N. of Images 36 96 19 22
Total points (PS + DS)
Number of PS
Number of DS
8,728
4,288
4,440
86,822
7,899
78,923
163,595
3,462
160,133
144,193
3,415
140,778
Average Point Density (pts/km2) 153.99 1535.30 2892.90 2549.81
Average Displacement Rate
Standard Deviation (in/yr) ±0.03 ±0.02 ±0.25 ±0.18
Average Time Series Error Bar
(in) ±0.13 ±0.15 ±0.06 ±0.06
Reference Point Location 1564220.14794 E
3576192.46902 N
1565479.72751 E
3573318.96177 N
1561770.12506 E
3576882.27461 N
1561633.71389 E
3574876.30666 N
Coordinate System NAD 1983 State Plane Utah North FIPS 4301 feet (EPSG: 3560)

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 13 of 27

Figure 5: LOS SqueeSAR results over WPR. October 2005 - October 2010 Envisat historical data set (left), and February 2015 -
January 2021 Sentinel historical data set (right).

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 14 of 27

Figure 6: LOS SqueeSAR results over WPR. April 2019 - November 2019 Sentinel annual data set (left), and April 2020 - December
2020 Sentinel annual data set (right).

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 15 of 27

Figure 7: LOS TCS results over WPR. October 2005 - October 2010 Envisat historical data set (left), and February 2015 - January
2021 Sentinel historical data set (right).

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 16 of 27
5. Observations
This section provides ground displacement observations based on the LOS results over selected focus areas
where movement has been observed in recent years. All observations highlight displacement over WPR in
the annual data sets (i.e. 2019 and 2020 Sentinel) as the spatial coverage and point density is significantly
higher in the more vegetated areas than in the full data sets (i.e. 2005 - 2010 Envisat and 2015 - 2021
Sentinel). Average time series (ATS) are used to highlight features of interest. ATS calculate the average
displacement of all selected measurement points to provide an overview of displacement. The displacement
rate, displacement rate standard deviation and cumulative displacement values are displayed in the legend
at the top of each figure in imperial units.
5.1. Average Time Series of the areas of particular interest
5.1.1. Snowbasin
Cumulative LOS displacement between -1.85 and 0.85 in, and between -2.11 and 0.96 in is observed in 2019
and 2020, respectively, in all MPs over Snowbasin (Figure 8). Figure 9 shows the ATS graphs for the cluster
including the MPs with largest cumulative deformation observed (<1.80 in; dashed polygons in Figure 8),
indicating a cumulative LOS displacement of -1.03 in in 2019 and -1.40 in in 2020.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 17 of 27

Figure 8: LOS displacement rates over Snowbasin and selected area. April 2019 - November 2019 Sentinel annual data set (left), and
April 2020 - December 2020 Sentinel annual data set (right). The dashed polygons indicate the areas which ATS are in Figure 14.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 18 of 27

Figure 9: Average time series of LOS MPs for the selected clusters in the Snowbasin area (cfr. Figure 8). 2019 Sentinel ATS (top), and
2020 Sentinel ATS (bottom) over the May - October period.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 19 of 27
5.1.2. SR-167
Cumulative LOS displacement between -1.11 and 0.61 in, and between -1.99 and 0.27 in of is observed in
2019 and 2020, respectively, in all MPs over SR-167 (Figure 10). Since no MP clusters show strong
displacement, Figure 11 shows the ATS graphs for the SR-167 area, indicating cumulative LOS displacements
of less than -0.5 in.

Figure 10: LOS displacement rates over SR-167. April 2019 - November 2019 Sentinel annual data set (left), and April 2020 -
December 2020 Sentinel annual data set (right). ATS for the full SR-167 area are in Figure 14.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 20 of 27

Figure 11: Average time series of all LOS MPs in the SR-167 area. 2019 Sentinel ATS (top), and 2020 Sentinel ATS (bottom) over the
May - October period.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 21 of 27

5.1.3. WPR
Cumulative LOS displacement between -2.35 and 1.46 in, and between -2.42 and 1.04 in of is observed in
2019 and 2020, respectively, in all MPs over WPR (Figure 12).

Figure 12: LOS displacement rates over WPR and selected area. April 2019 - November 2019 Sentinel annual data set (left), and
April 2020 - December 2020 Sentinel annual data set (right).

In order to better highlight regions with potential movement within the WPR development area, an Inverse
Distance Weighted (IDW) interpolation was performed on the 2019 and 2020 Sentinel data sets (Figure 13).
IDW determines cell values using a linearly weighted combination of a set of sample points, with weight
function of the inverse distance. This method assumes that the variable being mapped decreases in influence

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 22 of 27
with distance from its sampled location. For example, when interpolating a displacement surface, the
movement of a more distant MP has less influence than closer MPs.

Figure 13: IDW overlaid to a high resolution (2x2 ft) DEM over WPR. April 2019 - November 2019 Sentinel annual data set (left), and
April 2020 - December 2020 Sentinel annual data set (right). The dashed polygons indicate the areas which ATS are in Average time
series are summarized in Figure 14.

The IDW interpolation maps can assist in highlighting areas within WPR where no MPs were obtained but
with potential surface displacement. The eastern and south-eastern slopes show a marked eastward
movement component in accordance with the SqueeSAR results, whereas little to no movement is observed
at higher altitudes (i.e. western slopes).

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 23 of 27
Figure 14 shows the ATS graphs for selected areas in the 2019 and 2020 data sets where potential movement
was observed, indicating a cumulative LOS displacement of -1.41 in in 2019 and -1.38 in in 2020.

Figure 14: Average time series of LOS MPs for the selected clusters in the WPR area (cfr. Figure 14). 2019 Sentinel ATS (top), and
2020 Sentinel ATS (bottom) over the May - October period.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 24 of 27
6. Summary and Recommendations
TREA performed a LOS historical SqueeSAR analysis over Wasatch Peaks Ranch, UT (USA) using low-resolution
C-band Sentinel imagery collected between 04 February 2015 and 21 January 2021, and low-resolution C-
band Envisat imagery collected between 18 October 2005 and 12 October 2010. The SqueeSAR results
provided an overview of ground displacement with high MP density in the urban area of Mountain Green,
UT and along major infrastructures such as Interstate 84 (I-84), but with a lower MP density in the
surrounding areas due to loss of coherence caused by dense vegetation cover and/or snow in the winter
months. To increase the MP coverage and density in these areas, TREA carried out additional independent
processing of the 2019 and 2020 Sentinel image stacks, achieving an increase in MPs compared to the
Sentinel historical analysis (+ 88% and +66%, respectively). However, these data sets are shorter (19 and 22
images, respectively), which reduced measurement precision (±0.25 in/yr and ±0.18 in/yr, respectively).
The results indicate eastward movement in the lower slopes mostly constrained to ±3 in/yr. The highest rate
of displacement within WPR was up to -4.61 in of eastward cumulative displacement over the lower slopes.
The results of the analysis indicate several potential strategies for future monitoring, which could be used
individually or in combination:
1) The use of high-resolution L-band imagery (e.g. ALOS-2) to increase MP density and precision over
vegetated areas, such as the WPR development area, or other areas of particular interest;
2) The continued use of publicly available C-band Sentinel imagery for cost-effective site-wide
monitoring with independent annual processing;
3) The installation of Corner Reflectors at sites of particular interest (e.g. over the development area)
for year-round monitoring.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 25 of 27
Appendix 1: Delivered Files
List of Deliverables
Table 4 list the deliverables including the present report, the InSAR data files and an updated version of the
TRE toolbar, a software tool for assisting with the loading, viewing and interrogation of the data in ESRI ArcGIS
10.x software (For set-up procedure and functionalities, see the attached manual TREAltamira Toolbar 5.8.5
User Manual.pdf).
Table 4: List of deliverables.
Description File name
SqueeSAR Data

Sentinel 2020 (LOS):
WASATCH_2020_SNT_T20_A_Imperial_CA3671A4S_EPSG3560.shp
Sentinel 2019 (LOS):
WASATCH_2019_SNT_T20_A_Imperial_CA3671A5S_EPSG3560.shp
Sentinel 2015-2021 (LOS):
WASATCH_SNT_T20_A_Imperial_CA3671A2S_EPSG3560.shp
Envisat 2005-2010 (LOS):
WASATCH_ENVI_T406_A_Imperial_CA3671A1S_EPSG3560.shp
Temporary Coherent Scatterers
Displacement rate in GeoTiff format
Sentinel 2015-2021 (LOS):
WASATCH_SNT_IW_A_T20_VEL_TCS_data_EPSG3560.tif
Envisat 2005-2010 (LOS):
WASATCH_ENV_A_T406_VEL_TCS_data_EPSG3560.tif
MXD project file containing all the data
(ESRI ArcGIS version 10.0)
Wasatch_SNT_ENV_Historical_v10-8.mxd
Wasatch_SNT_ENV_Historical_v10-0.mxd
Technical Report Wasatch_Historical_InSAR_Report.pdf
TRE Toolbar
(ESRI® ArcGIS 10.x)
TREAltamira_Toolbar_5_8_5.esriAddIn
TREAltamira Toolbar 5.8.5 User Manual.pdf
Database Structure
The SqueeSAR vector data are delivered in a shapefile format and projected to NAD 1983 State Plane Utah
North FIPS 4301 (feet) coordinates (EPSG: 3560). The shapefile of each elaboration contains details about the
measurement points identified, including displacement rate, elevation, cumulative displacement and quality
index. The information associated within the database files (dbf) are described in Table 5.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 26 of 27
Table 5: Description of the fields contained in the database of the vector data. *Field is only present in the Sentinel and Envisat
historical data sets (2005 – 2010 and 2015 – 2021, respectively).
Field Description
CODE Measurement Point (MP) identification code.
HEIGHT* Topographic Elevation referred to WGS84 ellipsoid of the measurement point [ft].
H_STDEV* Height standard deviation of the measurement point [ft].
VEL
MP displacement rate [in/yr].
• LOS: Positive values correspond to motion toward the satellite; negative values
correspond to motion away from the satellite.
V_STDEV Displacement rate standard deviation [in/yr].
ACC* Acceleration rate [in/yr2].
A_STDEV* Standard deviation of the acceleration value [in/yr2].
STD_DEF Displacement time series error bar [in]
EFF_AREA This parameter represents the effective extension of the area [ft2] covered by Distributed
Scatterers (DS). For permanent scatterers (PS), its value is set to 0.
Dyyyymmdd Series of columns that contain the displacement values of successive acquisitions relative to
the first acquisition available [in].

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 27 of 27
TREmaps
TREmaps® is our proprietary online GIS platform to view and interrogate the InSAR datasets. TREmaps has
been completely revamped to include features and functionality previously available only within the TRE
ArcGIS toolbar. Little or no training is required, and no specialized GIS software is necessary. With internet
access, the platform allows data to be overlaid on an optical image and to perform various operations on the
data.
Functionalities include:
• Time-Series tool to view the history of displacement for each measurement point;
• Average Time-Series tool to view the average history of displacement for a group of selected points;
• Cross-section tool to view the evolution of the ground surface over time;
• Data download and data export (of subsets of data) to common formats (SHP, KML, GeoDB, CSV);
• Dynamic filtering tool to filter a subset of the results by a specified time period;
• Client data integration.
TREmaps is hosted by Microsoft Azure, with all the advantages of data security and the cloud-based
environment, with minimal downtime and robust internet connectivity. TREmaps runs directly on most
Internet browsers and is accessed through a secure client login.
To log in, please go to:
https://tremaps5.tre-altamira.com/treaviewer
For assistance on any of the functions, please click the Help icon on the viewer or go to:
https://site.tre-altamira.com/tremaps-getting-started/

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 28 of 27
Appendix 2: Additional Radar Data Details
InSAR-based approaches measure surface displacement on a one-dimensional plane, along the satellite Line-
of-Sight (LOS). An ascending orbit denotes a satellite travelling from south to north and imaging to the east,
while a descending orbit indicates a satellite travelling from north to south and imaging to the west (Figure
15). The LOS angle varies depending on the satellite and on the acquisition parameters while the orbital
inclination, defined as the angle between the orbit direction and the geographic North, is nearly constant.
The symbol Θ (theta) represents the angle the LOS forms with the vertical. Table 6 lists the values of the
angles for this study.

Table 6: Satellite viewing angles for the study.
Satellite Wavelength Orbit Beam Mode /
Track Θ
Sentinel C-Band
5.55 cm Ascending 20 43.9⁰
Envisat C-Band
5.6 cm Ascending 406 25.6⁰

Figure 15: Geometry of the image acquisitions along the ascending orbit.

InSAR Analysis of Historical Ground Displacement over Wasatch Peaks Ranch, Utah
Technical Report
27 May 2021
Page 0 of 27

APPENDIX C
Boring Logs & Test Pit Logs

Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6440.0
+6438.0
Sample Description
Brownish red silty CLAY (moist)[CH][Qms]
Brownish red CLAY, trace fine sand, trace organics (dry)[CL][Qms]
Light grayish red silty CLAY, some fine subrounded
metamorphic gravel, trace fine sand, trace organics (dry)[CL]
[Qms]
Light grayish red silty CLAY, some fine subrounded
metamorphic gravel, some fine sand, some stratification, trace
organics (dry)[CL][Qms]
Light grayish red silty CLAY, some fine subrounded metamorphic gravel, some fine sand (moist)[CL][Qms]
Light grayish red CLAY, some fine subrounded metamorphic
gravel, some fine sand, some stratification, trace oxidation
(moist)[CL][Qms]
Red CLAY, some fine subrounded metamorphic gravel, some
fine sand, some stratification (moist)[CL][Qms]
Brownish red CLAY, some fine subrounded metamorphic gravel, some fine sand (moist)[CL][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
4
11
15
16
18
18
18
17
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
7
6
4
6
5
6
6
8
7
13
8
11
9
11
10
12
5
8
7
14
18
20
15
13
N-Value
(Blows/ft)
11
14
13
22
31
31
26
25
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 11/3/2021 8:50 AM. S-1
at 0ft
Log of Boring LB-0471/LI-54 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6440.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 11/3/2021 11/4/2021
Drilling Equipment Completion Depth Rock Depth
CME 55 56.0 ft 27.0 ft
Size and Type of Bit 5-5/8in ODEX Drill Bit Number of Samples Disturbed 10 Undisturbed 0 Core 5
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First 24.4 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; HQ Core Jose Suarez
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Steven Larcom
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6420.0
+6413.0
Sample Description
Brownish red CLAY, trace fine sand (moist)[CL][Qms]
Brownish red CLAYSTONE, fresh, close to moderate fracture spacing, fractures shallow dipping, rock quality good,
weathered [BEDROCK][Tw]
Brownish red CLAYSTONE, slightly to moderately weathered,
close fracture spacing, fractures shallow dipping to near horizontal, rock quality excellent, moderately hard, weak to moderately strong [BEDROCK][Tw]
Brownish red CLAYSTONE, slightly to moderately weathered,
close fracture spacing, fractures steeply dipping to shallow
dipping, rock quality excellent, moderately hard to hard,
moderately strong to strong, discontinuity angles highly
variable, quartz vein [BEDROCK][Tw]
Brownish red CLAYSTONE, slightly to moderately weathered,
close fracture spacing, fractures steeply dipping to shallow
dipping, rock quality excellent, moderately hard to hard,
moderately strong to strong, discontinuity angles highly
variable, quartz vein [BEDROCK][Tw]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
C-2
C-3
C-4
Typ
e
SS
SS
HQ
HQ
HQ
Re
c
o
v.
(in
)
18
15
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
8
16
15 50
22
RQ
D
=
4
8
"
/
6
0
"
=
8
0
%
RQ
D
=
5
4
"
/
6
0
"
=
9
0
%
RQ
D
=
6
0
"
/
6
0
"
=
1
0
0
%
N-Value
(Blows/ft)
38
50
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0471/LI-54 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6440.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6395.0
+6384.0
Sample Description
Brownish red CLAYSTONE, slightly to moderately weathered, close fracture spacing, fractures steeply dipping to shallow dipping, rock quality excellent, moderately hard to hard,
moderately strong to strong, discontinuity angles highly
variable [BEDROCK][Tw]
Brownish red CLAYSTONE, slightly to moderately weathered,
close fracture spacing, fractures steeply dipping to shallow
dipping, rock quality excellent, moderately hard to hard,
moderately strong to strong, discontinuity angles highly
variable, conglomeritic [BEDROCK][Tw]
End of Boring at 56.0ft.
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
C-5
C-6
Typ
e
HQ
HQ
Re
c
o
v.
(in
)
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
RQ
D
=
5
0
"
/
6
0
"
=
8
3
%
RQ
D
=
6
0
"
/
6
0
"
=
1
0
0
%
N-Value
(Blows/ft)
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 11/4/2021 11:26 AM
Log of Boring LB-0471/LI-54 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6440.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6319.6
+6317.6
+6311.6
+6304.6
+6299.6
Sample Description
Black silty CLAY, some fine to coarse subrounded gravel, trace
wood, trace roots (dry)[CL][Qms]
Black CLAY, some fine to coarse subrounded gravel, trace wood, trace roots (dry)[CH][Qms]
Dark brown CLAY, some fine to coarse sand, some fine to
coarse subangular gravel (dry)[CH][Qms]
Dark brown CLAY, some fine to coarse sand, some fine to
coarse subangular gravel, trace calcite (dry)[CH][Qms]
White SILT, some fine to coarse subrounded gravel, trace clay (dry)[ML][Qms]
White SILT, some fine to coarse subrounded gravel, trace clay
(dry)[ML][Qms]
Light gray silty CLAY, some white pockets of silt (dry)[CL][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
12
13
14
13
15
13
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
6
4
5
4
5
6
8
6
5
6
10
7
10
5
5
6
7
12
11
12
N-Value
(Blows/ft)
11
10
11
15
17
21
22
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 6/21/2021 12:45 PM
Log of Boring LB-0472 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6319.6 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 6/21/2021 6/22/2021
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 51.5 ft 30.0 ft
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 14 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First 25.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California Travis Ratliff
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Esteban Miranda Pinzon
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6299.6
+6289.6
Sample Description
Brownish gray silty CLAY, some subangular gravel, some white
pockets of silt (dry)[CL][RESIDUAL SOIL]
Dark gray to light gray silty CLAY (moist)[CL][RESIDUAL SOIL]
with white pockets of silt
Light gray SILTSTONE, some subangular gravel (wet)
[BEDROCK][Tn]
Light gray SILTSTONE, some subangular gravel (wet)
[BEDROCK][Tn]
Light gray SILTSTONE, some subangular gravel (wet)[BEDROCK][Tn]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
S-12
Typ
e
CR
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
18
10
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
28
12
16
2050/4"
14
18
7
11
11
47
19
26
14
N-Value
(Blows/ft)
75
35
50/4"
44
25
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0472 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6319.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6274.6
+6268.1
Sample Description
Light gray SILTSTONE, some subangular gravel (wet)
[BEDROCK][Tn]
Light gray SILTSTONE, some subangular gravel (wet)
[BEDROCK][Tn]
End of Boring at 51.5ft.
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-13
S-14
Typ
e
SS
SS
Re
c
o
v.
(in
)
13
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
20
8
14
28
18
N-Value
(Blows/ft)
48
32
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 6/22/2021 9:29 AM
Log of Boring LB-0472 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6319.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6344.6
+6340.6
Sample Description
Black SILT, some fine to coarse subrounded to subangular
gravel, trace clay, trace wood and roots (dry)[ML][Qms]
Black SILT, some fine to coarse subrounded to subangular gravel, trace clay, trace wood and roots (dry)[ML][Qms]
Dark brown CLAY, some fine to coarse sand, some fine to
coarse subangular gravel, trace silt (dry)[CL][Qms]
Dark brown gravelly CLAY, some fine to coarse sand, fine to
coarse subangular gravel, trace silt (dry)[CL][Qms]
Dark brown CLAY, some fine to coarse sand, some fine to coarse subangular gravel, trace silt (dry)[CL][Qms]
Light tan to light gray silty CLAY, some fine to coarse angular
gravel, trace sand (dry)[CL][Qms]
Dark brown silty CLAY, trace fine gravel (dry)[CL][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
10
2
15
13
11
19
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
4
7
7
4
8
9
11
6
5
7
5
10
16
4
8
9
8
4
7
17
N-Value
(Blows/ft)
8
15
17
19
9
12
33
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 6/22/2021 10:09 AM
Log of Boring LB-0473 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6344.6 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 6/22/2021 6/23/2021
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 56.5 ft 40.0 ft
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 15 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First 30.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon Travis Ratliff
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Esteban Miranda Pinzon
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6324.6
+6314.6
+6304.6
Sample Description
Dark brown silty CLAY, trace fine gravel (moist)[CL][Qms]
Dark brown silty CLAY, trace fine to coarse gravel (moist)[CL]
[Qms]
Dark gray silty CLAY, trace fine sand, trace fine to coarse
gravel (wet)[CL][RESIDUAL SOIL]
Dark gray silty CLAY, trace fine sand, trace fine to coarse
gravel (wet)[CL][RESIDUAL SOIL]
Dark gray silty CLAYSTONE, trace fine sand, trace fine to coarse gravel, low plasticity (wet)[BEDROCK][Tn]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
S-12
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
18
15
16
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
3
8
10
8
20
13
25
21
26
17
4
17
27
40
37
N-Value
(Blows/ft)
7
27
47
65
63
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0473 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6344.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6299.6
+6288.1
Sample Description
Dark gray silty CLAYSTONE, trace fine sand, trace fine to
coarse gravel, low plasticity (wet)[BEDROCK][Tn]
Dark gray SILTSTONE, trace fine sand, trace fine to coarse
gravel, low plasticity (wet)[BEDROCK][Tn]
Dark gray SILTSTONE, trace fine sand, trace fine to coarse
gravel, low plasticity (wet)[BEDROCK][Tn]
End of Boring at 56.5ft.
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-13
S-14
S-15
Typ
e
SS
SS
SS
Re
c
o
v.
(in
)
14
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
24
6
18
16
25
24
25
36
N-Value
(Blows/ft)
48
43
61
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 6/23/2021 5:30 PM.
Log of Boring LB-0473 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6344.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6443.8
+6441.8
Sample Description
Reddish brown CLAY, trace silt (moist)[TOPSOIL] with rootlets
Reddish brown CLAY, some silt, some rootlets (moist)[CL][RESIDUAL SOIL]
Reddish brown calcareous CLAY, some silt (moist)[CL]
[RESIDUAL SOIL]
Reddish brown calcareous CLAY, some silt, some gravel
(moist)[CL][RESIDUAL SOIL]
Reddish brown calcareous CLAY, some silt, some fine to coarse gravel (moist)[CL][RESIDUAL SOIL]
Reddish brown to gray gravelly CLAY and SILT, grading to gray
silt (moist)[CL][RESIDUAL SOIL] with abundant calcite and
oxidation
Reddish brown clayey coarse rounded GRAVEL, some silt, subangular to subrounded gravel in silty clay matrix, poorly
consolidated (moist)[GC][RESIDUAL SOIL]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
MC
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
14
14
18
18
18
16
12
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
3
13
33
10
16
15
16
14
17
14
14
17
24
6
34
20
18
20
20
27
N-Value
(Blows/ft)
9
67
36
34
37
34
51
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 10/27/2021 8:30 AM
qu = 4.50 tsf
S-2A: 2.5 to 3.0 feet bgs
S-2B: 3.0 to 3.5 feet bgs
Log of Boring LB-0474 Sheet 1 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6443.8 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 10/27/2021 10/29/2021
Drilling Equipment Completion Depth Rock Depth
CME 55 98.0 ft 20.5 ft
Size and Type of Bit 5-5/8in ODEX Drill Bit Number of Samples Disturbed 13 Undisturbed 0 Core 12
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California; HQ Core Joey Von Brimer
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Evan Sitler
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6423.8
+6423.3
Sample Description
Brownish red calcareous CLAYSTONE, some silt, trace gravel
(moist)[BEDROCK][Tn]
Bluish brownish red silty CLAYSTONE, trace fine sand (moist)[BEDROCK][Tn]
Bluish brownish red silty CLAYSTONE, trace fine sand (moist)
[BEDROCK][Tn]
Bluish brownish gray to red silty CLAYSTONE, trace fine sand, laminated (moist)[BEDROCK][Tn]
Bluish brownish red silty CLAYSTONE, trace fine sand, low
plasticity, laminated (moist)[BEDROCK][Tn]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
S-12
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
18
18
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
15
23
8
16
11
20
14
14
11
30
19
26
24
24
50
N-Value
(Blows/ft)
42
42
44
38
80
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0474 Sheet 2 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6443.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6398.8
Sample Description
Brownish red silty CLAYSTONE, trace fine sand, low plasticity,
laminated, calcareous, some oxidation (moist)[BEDROCK][Tn]
Grayish red tuffaceous SILTSTONE/CLAYSTONE, slightly to
moderately weathered, close to moderate fracture spacing,
fractures shallow dipping to near horizontal, blocky, rock quality
poor, low hardness, poorly to moderately consolidated [BEDROCK][Tn]
Grayish red to bluish gray tuffaceous fine to medium sandy
SILTSTONE, slightly weathered, moderate fracture spacing,
fractures moderately dipping to shallow dipping, blocky, rock quality good, grains coarsening downward, bedding approx. 35° and 45° [BEDROCK][Tn]
Grayish red to bluish gray tuffaceous fine to medium sandy
SILTSTONE, fresh to slightly weathered, wide fracture spacing, fractures moderately dipping to shallow dipping, blocky, rock quality excellent, bedding approx. 40°, 40° planar foliation [BEDROCK][Tn]
Grayish red to bluish gray tuffaceous fine to medium sandy
SILTSTONE, fresh, wide to very wide fracture spacing,
fractures moderately dipping to shallow dipping, intact; rock
quality excellent, low hardness, well consolidated [BEDROCK]
[Tn]
Grayish red to bluish gray tuffaceous fine to medium sandy SILTSTONE, fresh, very wide fracture spacing, fractures moderately dipping to shallow dipping, intact, rock quality excellent, low hardness, well consolidated [BEDROCK][Tn]
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-13
C-1
C-2
C-3
C-4
C-5
Typ
e
SS
HQ
HQ
HQ
HQ
HQ
Re
c
o
v.
(in
)
18
RE
C
=
1
0
0
%
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
RE
C
=
1
0
0
%
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
RE
C
=
5
7
"
/
6
0
"
=
9
5
%
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
30
48
50/4"
RQ
D
=
4
7
%
RQ
D
=
5
4
"
/
6
0
"
=
8
9
%
RQ
D
=
9
3
%
RQ
D
=
6
0
"
/
6
0
"
=
1
0
0
%
RQ
D
=
5
7
"
/
6
0
"
=
9
5
%
N-Value
(Blows/ft)
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0474 Sheet 3 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6443.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6373.8
Sample Description
Bluish gray tuffaceous fine to medium sandy SILTSTONE,
fresh, moderate to wide fracture spacing, fractures moderately
dipping to shallow dipping, intact, rock quality good, massive,
~40° planar fracture with no infill at 73.25 feet, low hardness
[BEDROCK][Tn]
Bluish gray tuffaceous fine to medium sandy SILTSTONE,
fresh to slightly weathered, moderate to wide fracture spacing,
fractures moderately dipping to shallow dipping, intact, rock quality good, low hardness, well consolidated [BEDROCK][Tn]
Bluish gray tuffaceous fine to medium sandy SILTSTONE, fresh to slightly weathered, moderate fracture spacing,
fractures moderately dipping to shallow dipping, intact, rock
quality good, low hardness, well consolidated [BEDROCK][Tn]
Bluish gray to mottled red tuffaceous fine to medium sandy
SILTSTONE, fresh to slightly weathered, moderate to wide
fracture spacing, fractures moderately dipping to shallow
dipping, intact, rock quality excellent, low hardness, well
consolidated [BEDROCK][Tn]
Bluish gray to mottled red tuffaceous fine to medium sandy
SILTSTONE; fresh to slightly weathered; moderate fracture
spacing; fractures moderately dipping to shallow dipping;
intact; rock quality excellent; clay pockets [BEDROCK][Tn]
Bluish gray to mottled red tuffaceous fine to medium sandy SILTSTONE, fresh to slightly weathered, wide fracture spacing, fractures moderately dipping, intact; rock quality excellent, bedding dipping at 45°, low hardness, well consolidated [BEDROCK][Tn]
Bluish gray to mottled red tuffaceous fine to medium sandy SILTSTONE, fresh, wide to very wide fracture spacing, fractures moderately dipping, intact, rock quality excellent,
bedding dipping at 45°, low hardness, well consolidated
[BEDROCK][Tn]
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
C-6
C-7
C-8
C-9
C-10
C-11
Typ
e
HQ
HQ
HQ
HQ
HQ
HQ
Re
c
o
v.
(in
)
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
RE
C
=
8
5
%
RE
C
=
1
0
0
%
RE
C
=
5
9
"
/
6
0
"
=
9
8
%
RE
C
=
6
0
"
/
6
0
"
=
1
0
0
%
RE
C
=
1
0
0
%
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
RQ
D
=
5
8
"
/
6
0
"
=
9
7
%
RQ
D
=
8
5
%
RQ
D
=
7
5
%
RQ
D
=
5
6
"
/
6
0
"
=
9
3
%
RQ
D
=
5
5
"
/
6
0
"
=
9
2
%
RQ
D
=
9
4
%
N-Value
(Blows/ft)
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0474 Sheet 4 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6443.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6348.8
+6345.8
Sample Description
End of Boring at 98.0ft.
Depth
Scale
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
Sample Data
Nu
m
b
e
r
C-12
Typ
e
HQ
Re
c
o
v.
(in
)
RE
C
=
1
0
0
%
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
RQ
D
=
1
0
0
%
N-Value
(Blows/ft)
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 10/29/2021 11:22 AM
Log of Boring LB-0474 Sheet 5 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6443.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6395.8
+6380.8
Sample Description
Dark black SILT, some fine to coarse sand, some fine to coarse
angular gravel, trace roots and wood (dry)[ML][Qms]
Dark brown clayey SILT, some fine to coarse sand, some fine
to coarse angular gravel, trace roots and wood (dry)[ML][Qms]
Dark gray SILT, some fine to coarse sand, some fine to coarse angular gravel, trace roots and wood (dry)[ML][Qms]
Dark gray gravelly SILT, some fine to coarse angular gravel,
trace fine sand (dry)[ML][Qms]
Dark gray gravelly SILT, some fine to coarse angular gravel,
trace fine sand (dry)[ML][Qms]
Dark gray gravelly SILT, some fine to coarse angular gravel, trace clay, trace fine sand (dry)[ML][Qms]
Reddish gray SILTSTONE, some fine to coarse angular gravel
(dry)[BEDROCK][Tn]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
9
12
9
9
4
4
4
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
4
7
12
8
9
19 50
2050/3"
50/4"
50/4"
6
14
13
N-Value
(Blows/ft)
10
26
22
50
50/3"
50/4"
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 6/23/2021 8:36 AM
Log of Boring LB-0477 Sheet 1 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6395.8 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 6/23/2021 6/23/2021
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 20.4 ft 15.0 ft
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 8 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon Travis Ratliff
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Esteban Miranda Pinzon
Template: Log-BH; Strip: BH-GEO; Printed on 12/12/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6379.8
+6375.4
Sample Description
Reddish gray SILTSTONE, some fine to coarse angular gravel
(dry)[BEDROCK][Tn]
End of Boring at 20.4ft.
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
Typ
e
SS
Re
c
o
v.
(in
)
5
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/5"
N-Value
(Blows/ft)
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 6/23/2021 10:46 AM.
Log of Boring LB-0477 Sheet 2 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6395.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/12/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6335.6
+6322.6
+6317.6
Sample Description
Dark brown silty CLAY, some organics (moist)[CL][Qms]
Brown silty CLAY, some organics, trace fine to coarse gravel (moist)[CL][Qms]
Brown silty CLAY, trace fine to coarse gravel (moist)[CL][Qms]
Brown silty CLAY, trace fine to coarse gravel (moist)[CL][Qms]
Brown silty CLAY, some fine to coarse gravel, pockets of white silt (moist)[CL][Qms]
Brown gravelly CLAY, some silt, trace fine sand, coarse gravel
(moist)[CL][Qms]
Dark brown fine to coarse angular GRAVEL, some clay, some
silt, trace fine sand (moist)[GP][Qms]
Dark brown silty CLAY, some fine to coarse gravel (moist)[CL]
[Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
7
13
14
6
16
17
14
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
3
5
7
11
15
6
10
5
9
8
12
8
21
7
11
4
10
15
10
10
18
14
15
N-Value
(Blows/ft)
7
17
30
20
19
30
35
26
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0622 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6335.6 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 12/17/2021 12/17/2021
Drilling Equipment Completion Depth Rock Depth
CME 55 77.3 ft 55.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 20 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
76.0 Water Level (ft.)First 24.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Patricia Wendy
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6315.6
+6312.6
Sample Description
Dark brown silty CLAY (moist)[CL][RESIDUAL SOIL]
Dark brown SILT, some clay, trace fine to coarse white gravel
(moist)[ML][RESIDUAL SOIL]
Dark gray SILT, some clay (moist)[ML][RESIDUAL SOIL]
Dark brown clayey SILT (moist)[ML][RESIDUAL SOIL]
Dark brown CLAY (moist)[CH][RESIDUAL SOIL]
Dark gray silty CLAY (moist)[CL][RESIDUAL SOIL]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
S-11
S-12
S-13A
S-13B
Typ
e
MC
SS
MC
SS
SS
Re
c
o
v.
(in
)
11
15
16
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
14
38
7
14
20
47
12
26
7
27
18
50/5"
27
50/4"
39
27
N-Value
(Blows/ft)
50/5"
41
50/4"
65
54
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0622 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6335.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6290.6
+6280.6
Sample Description
Dark brown to yellow fine to coarse GRAVEL, some fine sand,
trace silt (wet)[GP][RESIUDAL SOIL]
Dark brown to black sandy angular GRAVEL, trace silt (wet)
[GP][RESIUDAL SOIL]
Brown to black gravelly fine SANDSTONE and SILTSTONE,
subrounded to subangular fine to coarse gravel (wet)
[BEDROCK][Tn]
Dark brown to black gravelly fine SANDSTONE and SILTSTONE, subrounded to subangular fine to coarse gravel (wet)[BEDROCK][Tn]
Brown to black CONGLOMERATE, some silt, some fine sand,
2-inch-diameter clasts, platy gravel (wet)[BEDROCK][Tn]
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-14
S-15
S-16
S-17
S-18
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
15
8
13
15
8
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
36
5
18
31
42
12
20
1850/4"
30
24
50/4"
23
N-Value
(Blows/ft)
66
42
50/4"
43
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0622 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6335.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6265.6
+6258.3
Sample Description
Brown to black CONGLOMERATE, some silt, some fine sand,
2-inch-diameter clasts, platy gravel (wet)[BEDROCK][Tn]
Light gray clayey SILTSTONE, trace fine sand (wet)
[BEDROCK][Tn]
End of Boring at 77.3ft.
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
S-19
S-20
Typ
e
SS
SS
Re
c
o
v.
(in
)
13
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
19
50
25
40
43
50/4"
N-Value
(Blows/ft)
93
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 12/17/2021 4:21 PM
Log of Boring LB-0622 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6335.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6394.1
+6380.1
Sample Description
Dark brown SILT, some organics, woods, and roots (dry)[ML]
[RESIDUAL SOIL]
Dark brown SILT, some organics, woods, and roots (dry)[ML][RESIDUAL SOIL]
Dark brown silty CLAY, trace organics, roots, and white silt
(dry)[CL][RESIDUAL SOIL]
White clayey SILT, trace fine sand (dry)[ML][RESIDUAL SOIL]
Light gray to white clayey SILT, trace fine sand (dry)[ML][RESIDUAL SOIL]
White clayey SILT, trace fine sand (dry)[ML][RESIDUAL SOIL]
Dark brown clayey SILTSTONE, low plasticity (dry)[BEDROCK][Tn]
Dark brown to white clayey SILTSTONE, low plasticity (dry)
[BEDROCK][Tn]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
14
11
10
12
10
10
15
10
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
9
6
10
8
3
5
5
5
9
10
7
10
11
19
13
20
7
9
7
7
13
12
24
28
N-Value
(Blows/ft)
13
17
12
12
23
22
43
48
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 12/20/2021 8:32 AM
Log of Boring LB-0623 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6394.1 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 12/20/2021 12/29/2021
Drilling Equipment Completion Depth Rock Depth
CME 55 75.5 ft 14.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 19 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
49.0 Water Level (ft.)First 43.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon Jose Suarez
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Patricia Wendy
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6374.1
Sample Description
Light brown to white clayey SILTSTONE, medium plasticity (dry)[BEDROCK][Tn]
Light brown to gray clayey SILTSTONE, low plasticity (wet)
[BEDROCK][Tn]
Light gray to brown clayey SILTSTONE, low plasticity (wet)[BEDROCK][Tn]
Light gray clayey SILTSTONE, some fine sand, trace fine to
coarse gravel, low plasticity (dry)[BEDROCK][Tn]
Light gray clayey SILTSTONE, some fine sand, some fine to
coarse gravel (dry)[BEDROCK][Tn]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
S-11
S-12
S-13
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
18
18
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
17
37
16
24
15
25
13
23
13
30
45
32
29
41
36
N-Value
(Blows/ft)
82
56
54
64
66
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Fine to coarse subrounded gravel found in the last 3 inches of the spoon
Log of Boring LB-0623 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6394.1 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6349.1
Sample Description
Gray to black silty CONGLOMERATE, fine to coarse gravel-sized clasts, trace fine sand (wet)[BEDROCK][Tn]
Brown clayey SILTSTONE, medium plasticity (moist)
[BEDROCK][Tn]
Brown clayey SILTSTONE, some fine to coarse gravel, medium plasticity (moist)[BEDROCK][Tn]
Gray clayey SILTSTONE, trace fine sand (moist)[BEDROCK]
[Tn]
No Recovery
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-14
S-15
S-16
S-17
S-18
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
11
16
17
14
0
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
12
17
11
17
15
25
16
18
16
19
18
23
39
23
25
N-Value
(Blows/ft)
35
40
64
41
44
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0623 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6394.1 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6324.1
+6318.6
Sample Description
Brown silty CLAYSTONE, trace fine sand (moist)[BEDROCK][Tn]
End of Boring at 75.5ft.
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
S-19
Typ
e
SS
Re
c
o
v.
(in
)
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
20
25
32
N-Value
(Blows/ft)
57
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 12/29/2021 12:41 AM
Log of Boring LB-0623 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6394.1 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6355.3
+6353.3
+6351.3
+6349.3
+6347.3
+6343.3
Sample Description
Grayish reddish brown SILT, some clay, trace fine to medium
sand (moist)[ML][Qms]
Dark brown gravelly CLAY, some fine to coarse sand, fine to coarse angular to subrounded metamorphic gravel (moist)[CL][Qms]
Brown to grayish brown clayey fine to coarse subrounded to
subangular metamorphic GRAVEL, some fine to medium sand
(moist)[GC][Qms]
Light grayish brown to tannish brown fine to coarse SAND,
some silt, some roots (moist)[SW][Qms]
Light grayish tan sandy SILT, some clay, fine to coarse sand, trace roots (moist)[ML][Qms] with brown clay pockets up to 1/8 inch diameter
Reddish brown SILT, some clay, trace fine to medium sand
(moist)[ML][Qms] with white to gray sandy pockets and veins
Reddish brown CLAY, some silt, trace fine to medium sand
(moist)[CL][Qms] with residual structure, 0.5 inch subrounded
to subangular pockets of denser clay material
Reddish brown to brown CLAY, some silt, trace residual structure (moist)[CL][Qms] with tannish white silty veins and
pockets up to 1 inch diameter
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
2
14
1
11
10
8
12
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
3
6
6
8
8
8
10
7
9
25 50
25
23
17
21
3
8
9
9
13
32
40
N-Value
(Blows/ft)
6
14
17
19
22
50
55
61
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 1/6/2022 12:15 PM
Red clay in shoe
Log of Boring LB-0624 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6355.3 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 1/6/2022 1/8/2022
Drilling Equipment Completion Depth Rock Depth
CME 55 70.5 ft 54.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 19 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
54.0 Water Level (ft.)First 33.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon Joey VonBrimer
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Thomas Greene
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6335.3
+6312.3
+6311.8
Sample Description
Reddish brown CLAY, some silt, some structure present
(moist)[CL][Qms]
Reddish brown CLAY, some silt, some structure present, some
silty white veins (moist)[CL][Qms]
Reddish brown CLAY, some silt, some fine to coarse gravel,
some structure present, fragments of reddish brown claystone
(moist)[CL][Qms]
Reddish brown CLAY, some silt, trace fine to medium sand,
some structure present (moist)[CL][Qms] with light gray silty
veins and pockets up to 1 inch diameter
Reddish brown to gray fine to coarse rounded to subangular metamorphic GRAVEL, some clay, some coarse sand (wet)[GP][Qms]Reddish brown to gray clayey fine to coarse rounded to
subangular metamorphic GRAVEL, some coarse sand (wet)
[GC][Qms]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
S-11
S-12
S-13
S-14
Typ
e
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
4
10
16
18
4
5
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/5"
36 50
13
24
14
28
8
103
4
47
47
10
5
N-Value
(Blows/ft)
50/5"
50
71
75
20
9
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Potential slough sample
Log of Boring LB-0624 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6355.3 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6310.3
+6307.3
+6301.3
Sample Description
Reddish brown to gray sandy fine to coarse subangular to
angular metamorphic GRAVEL, some clay, medium to coarse
sand (wet)[GP][Qms]
Reddish brown CLAYSTONE, some silt, some fine to medium
sand, moderately plastic (moist)[BEDROCK][Tw] with structure
visible in fresh surfaces
Reddish brown CLAYSTONE, some silt, trace fine sand, trace
fine gravel, moderate to low plasticity, prominent structure
visible, chalky white subrounded gravel (moist)[BEDROCK]
[Tw]
Light reddish brown to reddish gray CLAYSTONE, some fine
sand, low plasticity, structure visible (moist)[BEDROCK][Tw]
with white to gray sandy veins and pockets up to 1/4 diameter
Light reddish brown to reddish gray CLAYSTONE, some fine
sand, low plasticity, some structure visible, light oxidation
(moist)[BEDROCK][Tw] with light greenish gray veins
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-15
S-16
S-17
S-18
S-19
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
11
18
18
16
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
6
14
13
25
7
14
44
41
14
22
9
28
27
50
43
N-Value
(Blows/ft)
23
53
41
91
65
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0624 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6355.3 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6285.3
+6284.8
Sample Description
End of Boring at 70.5ft.
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
Typ
e
Re
c
o
v.
(in
)
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
N-Value
(Blows/ft)
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 1/8/2022 1:29 PM
Log of Boring LB-0624 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6355.3 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6379.7
+6377.7
+6375.7
+6373.7
+6369.7
+6365.7
Sample Description
Brownish black silty CLAY, some fine to coarse sand, some
roots, trace fine subangular gravel (moist)[CH][TOPSOIL]
No Recovery
Brownish black silty CLAY, trace fine to medium sand, some oxidation, trace roots, trace rounded gravel (moist)[CH][TOPSOIL]
Brown silty CLAY, trace fine to medium sand (moist)[CH][Qms]
Brown silty CLAY (moist)[CH][Qms] with green inclusions
Olive brown CLAY, some fine to medium sand, some black angular to rounded gravel, some green inclusions (moist)[CL][Qms]
Brown silty CLAY, some fine to coarse sand, subangular to
rounded gravel (moist)[CH][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
12
0
8
11
14
8
17
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
4
5
5
6
7
2
5
2
5
6
6
4
6
6
8
8
7
9
7
7
N-Value
(Blows/ft)
10
13
15
12
14
13
13
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 1/5/2022 10:34 AM
Log of Boring LB-0625 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6379.7 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 1/5/2022 1/8/2022
Drilling Equipment Completion Depth Rock Depth
CME 55 54.3 ft 44.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 15 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
49.0 Water Level (ft.)First 21.0 Completion 34.0 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon Jose Suarez
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Thomas Greene, Kai Liu
Template: Log-BH; Strip: BH-GEO; Printed on 12/13/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6363.7
Sample Description
Brown silty CLAY, some fine to coarse sand (moist)[CH][Qms]
Olive brown silty CLAY, trace fine sand (moist)[CH][Qms]
Brown silty CLAY, trace fine sand (moist)[CH][Qms]
Brownish gray silty CLAY, medium to high plasticity (wet)[CH]
[Qms]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
10
18
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
7
9
10
9
7
10
6
7
13
32
14
13
N-Value
(Blows/ft)
22
41
24
20
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Possible perched aquifer
Log of Boring LB-0625 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6379.7 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/13/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6343.7
+6340.7
+6335.7
+6325.4
Sample Description
Brownish gray silty CLAY, medium to high plasticity (wet)[CH]
[RESIDUAL SOIL]
Dark gray to light gray clayey fine to coarse SANDSTONE,
some fine to coarse subangular to rounded metamorphic
gravel, moderately plastic (wet)[BEDROCK][Tn]
Dark gray to light gray clayey fine to coarse SANDSTONE, some fine to coarse subangular to rounded sedimentary gravel (wet)[BEDROCK][Tn]
Dark gray to light gray clayey fine to coarse SANDSTONE,
some fine to coarse subangular to rounded sedimentary
gravel, friable (wet)[BEDROCK][Tn]
End of Boring at 54.3ft.
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
S-15
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
12
10
4
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
13
20
33
50
3750/4"
50/4"
32
N-Value
(Blows/ft)
52
50
50/4"
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 1/8/2022 1:30 PM
Log of Boring LB-0625 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6379.7 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/13/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6390.6
+6388.6
+6370.6
Sample Description
Dark brown to black silty CLAY, trace fine gravel, trace
organics (moist)[CH][Qms]
Brownish black silty CLAY, some gravel (moist)[CL][Qms]
Dark brown silty CLAY, some fine to coarse gravel (moist)[CL]
[Qms]
Dark brown to tan silty CLAY, some fine to coarse sand (moist)
[CL][Qms]
Reddish brown silty CLAY, trace fine to coarse gravel (moist)[CL][Qms]
Dark brown to reddish silty CLAY, trace fine to medium sand,
trace fine subangular gravel, trace organics (moist)[CL][Qms]
Reddish brown silty CLAY, some gravel, trace fine sand (moist)
[CL][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
MC
MC
SS
SS
MC
SS
Re
c
o
v.
(in
)
8
13
5
6
13
17
7
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
4
6
9
13
9
9
9
10
15
9
13
5
7
4
9
11
9
7
15
10
N-Value
(Blows/ft)
8
18
20
18
22
28
17
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 6/15/2022 2:41 PM
Cobbles in sonic cuttings from 6 to 8 feet
Some cobbles in sonic bag
Slow drilling
Log of Boring LB-0782 Sheet 1 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6390.6 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 6/15/2022 6/16/2022
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 41.5 ft 20.0 ft
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 12 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California Travis Ratliff
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Marshall Lee
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6370.6
+6349.1
Sample Description
Light gray sandy SILTSTONE, some fine sand, micaceous
(moist)[BEDROCK][Tn]
Gray sandy SILTSTONE, some fine sand, trace clay (moist)
[BEDROCK][Tn]
Brown to gray clayey SILTSTONE, trace fine sand (moist)
[BEDROCK][Tn]
Brown clayey SILTSTONE, trace fine sand, low to medium
plasticity (moist)[BEDROCK][Tn]
Brown silty CLAYSTONE, trace fine sand, medium to high plasticity (moist)[BEDROCK][Tn]
End of Boring at 41.5ft.
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
S-12
Typ
e
MC
SS
SS
SS
SS
Re
c
o
v.
(in
)
11
18
17
17
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3150/5"
18
28
14
32
26
29
20
36
50
50
50
50
N-Value
(Blows/ft)
50/5"
78
82
79
86
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Harder material, water added to hole
Harder material, water added to hole
Log of Boring LB-0782 Sheet 2 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6390.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6401.5
+6399.5
+6393.5
+6381.5
Sample Description
Brown silty CLAY, trace fine sand, trace organics (moist)[CL]
[Qms]
Brown CLAY, trace fine to coarse sand (moist)[CH][Qms]
Reddish brown CLAY, some fine to coarse sand (moist)[CH]
[Qms]
Reddish brown silty CLAY, trace fine to coarse sand (moist)
[CH][Qms]
Reddish brown silty CLAY, some fine to coarse sand, some fine to coarse gravel (moist)[CL][Qms]
Brown silty CLAY, some fine to coarse sand, trace fine gravel
(wet)[CL][Qms]
Reddish brown silty CLAY, some fine to coarse sand, some
fine to coarse rounded gravel (moist)[CL][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
U-1
S-2
U-2
S-3
S-4
S-5
Typ
e
SS
ST
MC
ST
MC
SS
SS
Re
c
o
v.
(in
)
6
12
15
15
17
5
6
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
3
3
7
8
13
10
10
10
7
3
12
16
10
5
N-Value
(Blows/ft)
6
19
29
20
12
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 6/14/2022 9:07 AM
Very soft clay 6 to 8 ft per driller, also
seen in sonic bag. Shelby tube 500 psi
for 26 seconds
3-inch cobble seen in sonic cuttings
Coarse gravel and cobbles in sonic
cuttings
Log of Boring LB-0783 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6401.5 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 6/14/2022 6/15/2022
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 70.4 ft 50.0 ft
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 17 Undisturbed 3 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
30.0 Water Level (ft.)First 11.5 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California; Shelby Tube Travis Ratliff
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Marshall Lee
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6381.5
+6376.5
+6371.5
+6369.0
+6366.5
+6361.5
Sample Description
Gray silty fine to coarse SAND, trace fine to coarse gravel,
trace clay (moist)[SM][Qms]
Reddish brown silty CLAY, some fine to coarse sand, some
fine subangular gravel in sampler tip (moist)[CL][Qms]
Reddish brown clayey fine SAND, trace silt (wet)[SC][Qms]
Brownish gray silty CLAY, trace fine sand, trace fine rounded gravel (moist)[CH][Qms]
Bluish gray sandy SILT, trace clay (moist)[ML][Qms]
Grayish brown silty CLAY, some fine to coarse sand, some fine rounded gravel (moist)[CL][Qms]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-6
S-7
U-3
S-8
S-9
S-10
Typ
e
SS
MC
ST
MC
MC
SS
Re
c
o
v.
(in
)
9
16
15
11
15
11
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
13
19
6
10
5
8
8
11
6
8
10
16
18
10
23
13
N-Value
(Blows/ft)
35
28
18
34
21
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Back into clay at 23 ft, easier drilling
Cobble stuck in sonic core bit. Wet clayey sand, very soft. Shelby tube, 700 psi for
27 seconds.
Log of Boring LB-0783 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6401.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6356.5
+6356.5
+6351.5
Sample Description
Bluish gray sandy SILT, trace clay, micaceous (moist)[ML]
[Qms]
Dark brown to brown silty CLAYSTONE, trace fine sand, high
plasticity (moist)[BEDROCK][Tn]
Grayish brown clayey SILTSTONE, trace fine sand, micaceous
(moist)[BEDROCK][Tn]
Bluish gray silty fine to medium SANDSTONE, trace clay
(moist)[BEDROCK][Tn]
Bluish gray clayey SILTSTONE, trace fine sand, medium
plasticity (moist)[BEDROCK][Tn]
Gray clayey SILTSTONE, trace fine sand, low plasticity (moist)[BEDROCK][Tn]
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-11
S-12
S-13
S-14
S-15
S-16
Typ
e
SS
SS
MC
SS
MC
SS
Re
c
o
v.
(in
)
12
13
8
4
3
11
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
14
23
44
4550/2"
50/4"
50/3"
3850/5"
50/5"
17
50/4"
N-Value
(Blows/ft)
31
50/4"
50/2"
50/4"
50/3"
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0783 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6401.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6331.5
+6331.1
Sample Description
Bluish gray SILTSTONE, some fine sand, low plasticity (moist)
[BEDROCK][Tn]
End of Boring at 70.4ft.
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
S-17
Typ
e
SS
Re
c
o
v.
(in
)
5
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
N-Value
(Blows/ft)
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0783 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6401.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6367.5
+6361.5
+6357.5
+6352.5
Sample Description
Dark brown to black sandy CLAY, some silt, trace fine gravel,
trace organics (moist)[CL][Qms]
Dark brown to black sandy CLAY, some silt, trace fine gravel, trace organics (moist)[CL][Qms]
Reddish brown sandy CLAY, some silt, trace organics (moist)
[CL][Qms]
Reddish brown sandy CLAY, some silt, trace silt nodules
(moist)[CH][Qms]
Reddish brown sandy CLAY, some silt, some fine to coarse subrounded gravel, trace silt nodules (moist)[CH][Qms]
Tannish reddish brown sandy SILT, some clay, some fine to
coarse angular gravel (moist)[ML][Qms]
Reddish brown silty CLAY, trace fine to coarse sand (moist)
[CH][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
MC
SS
MC
Re
c
o
v.
(in
)
6
6
10
12
18
2
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
3
2
3
3
6
3
7
7
11
4
6
3
6
3
5
7
7
14
10
9
N-Value
(Blows/ft)
6
8
13
14
25
16
15
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 8/23/2022 3:06 PM
Log of Boring LB-0840 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6367.5 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 8/23/2022 8/25/2022
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 50.1 ft 39.5 ft
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 14 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
40.0 Water Level (ft.)First 19.4 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California Brian Perkins
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Ethan Hensel
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6347.5
+6342.5
+6332.5
+6328.0
Sample Description
Reddish brown silty CLAY, trace fine to coarse sand, trace fine
to coarse subrounded gravel (moist)[CH][Qms]
Reddish brown silty CLAY, trace fine sand, some silt nodules
(moist)[CL][Qms]
Reddish brown silty CLAY, trace fine sand, trace fine gravel,
some silt nodules (moist)[CL][Qms]
Brownish tan silty fine to coarse SAND, some fine gravel, trace
clay (moist)[SM][Qms]
Tannish gray silty SANDSTONE, some fine to coarse angular
gravel (moist)[BEDROCK][Tw]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
S-12
Typ
e
SS
SS
SS
SS

.
SS

.
Re
c
o
v.
(in
)
18
18
17
2
1
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
4
5
8
15
37
50/2"
50/1"
50/4"
7
12
50/5"
N-Value
(Blows/ft)
11
20
50/5"
50/2"
50/1"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Introduced drilling fluid
Rig chatter
Log of Boring LB-0840 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6367.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6322.5
+6317.4
Sample Description
Brownish red sandy SILTSTONE, trace clay, friable (moist)
[BEDROCK][Tw]
Brownish red sandy SILTSTONE, trace clay, friable (moist)
[BEDROCK][Tw]
End of Boring at 50.1ft.
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-13
S-14
Typ
e
SS
SS

.
Re
c
o
v.
(in
)
4
1
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/1"
N-Value
(Blows/ft)
50/4"
50/1"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 8/25/2022 10:35 AM
Log of Boring LB-0840 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6367.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6527.9
+6512.9
Sample Description
Reddish brown clayey fine to coarse rounded GRAVEL (moist)
[GC][RESIDUAL SOIL]
Brownish red gravelly CLAY, rootlets (moist)[CH][RESIDUAL SOIL]
Reddish brown SILT, some clay, trace light gray calcareous
mottling (moist)[ML][RESIDUAL SOIL]
Reddish brown SILT, some clay, light gray caliche mottling
(moist)[ML][RESIDUAL SOIL]
Reddish brown CLAY, some silt, caliche (dry)[CL][RESIDUAL SOIL]
Reddish brown CLAY, light gray caliche stringers (moist)[CL]
[RESIDUAL SOIL]
Reddish brown CLAYSTONE, hard, some white calcareous
mottling, very weathered (moist)[BEDROCK][Tw]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
9
13
18
16
15
18
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
7
12
8
7
14
18
7
10
34
50
14
20
18
20
14
8
31
12
50/4"
30
16
N-Value
(Blows/ft)
26
15
49
22
50/4"
50
36
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 8/24/2022 11:48 AM
Stopped Drilling for the day at 8/25/2022
4:10 PM. Resumed Drilling at 8/25/2022
9:18 AM.
Log of Boring LB-0841 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6527.9 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 8/24/2022 8/29/2022
Drilling Equipment Completion Depth Rock Depth
CME 55 55.0 ft 15.0 ft
Size and Type of Bit 5-5/8in ODEX Drill Bit Number of Samples Disturbed 9 Undisturbed 0 Core 5
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2-inch O.D. Split Spoon; HQ Core Barrel John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Andrew Nieblas
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6507.9
Sample Description
Reddish brown CLAYSTONE (moist)[BEDROCK][Tw]
Reddish brown CLAYSTONE, some light gray mottling,
moderately weathered, trace near horizontal fractures with
limonite infilling on fracture surfaces, blocky, weak [BEDROCK][Tw]
Reddish brown CLAYSTONE, close fracture spacing, fractures
shallow dipping, blocky, friable [BEDROCK][Tw]
Reddish brown CLAYSTONE, moderately weathered,
moderate fracture spacing, friable [BEDROCK][Tw]
Reddish brown CONGLOMERATE, highly weathered, friable [BEDROCK][Tw]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
C-1
C-2
C-3
Typ
e
SS
SS
HQ
HQ
HQ
Re
c
o
v.
(in
)
15
15
RE
C
=
5
2
"
/
6
0
"
=
8
7
%
RE
C
=
5
7
"
/
6
0
"
=
9
5
%
RE
C
=
6
"
/
6
0
"
=
1
0
%
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
8
11
27
40
17
50
RQ
D
=
2
8
"
/
6
0
"
=
4
8
%
RQ
D
=
4
0
"
/
6
0
"
=
6
7
%
RQ
D
=
4
"
/
6
0
"
=
7
%
N-Value
(Blows/ft)
28
90
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
32 to 33.3 feet: Sandy CLAYSTONE with
white leeched sand replaced with some
calcite, occasional gravel and cobbles,
fresh blocky fractured zone
39 feet: 5-inch zone of medium to coarse
SANDSTONE
40 to 45 feet: CONGLOMERATE bed; auger chatter on gravel and cobbles, very poor recovery, driller changing slowing drill rotation rate
Log of Boring LB-0841 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6527.9 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6482.9
+6472.9
Sample Description
Brown CONGLOMERATE, coarse gravel-size clasts in clay
matrix [BEDROCK][Tw]
Reddish brown CONGLOMERATE, fine to coarse rounded
gravel-sized clasts [BEDROCK][Tw]
End of Boring at 55.0ft.
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
C-4
C-5
Typ
e
HQ
HQ
Re
c
o
v.
(in
)
RE
C
=
2
0
"
/
6
0
"
=
3
3
%
RE
C
=
1
8
"
/
6
0
"
=
3
0
%
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
RQ
D
=
0
"
/
6
0
"
=
0
%
RQ
D
=
0
"
/
6
0
"
=
0
%
N-Value
(Blows/ft)
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
47 feet: Very hard metamorphic clasts
and a weaker cemented matrix; driller
slowing drill rotation rate
Bottom of boring at 8/29/2022 1:06 PM
Log of Boring LB-0841 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6527.9 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/20/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6291.1
+6289.1
+6272.1
Sample Description
Dark brown CLAY, some fine to medium sand, trace fine
gravel, some roots (moist)[TOPSOIL]
Brown to gray CLAY, trace fine sand, some roots (moist)[CH][Qms]
Brown to gray CLAY, some fine sand, some fine to coarse
gravel (moist)[CH][Qms]
Tannish brown to black CLAY, some fine sand, some fine to
coarse gravel (moist)[CH][Qms]
Brown to tan CLAY (moist)[CH][Qms]
Brown CLAY, trace fine sand (moist)[CH][Qms]
Brown to olive tannish brown CLAY, some silt, trace fine sand (moist)[CH][Qms]
Brown to light brown SILT, some clay, trace coarse sand
(moist)[MH][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
CR
SS
SS
CR
CR
SS
Re
c
o
v.
(in
)
8
8
15
15
15
13
18
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
5
3
4
7
12
11
9
4
8
8
10
4
7
18
22
5
5
19
8
12
7
10
55
N-Value
(Blows/ft)
10
9
31
17
20
17
17
77
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 9/19/2022 12:08 PM.
Log of Boring LB-0858 Sheet 1 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6291.1 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 9/19/2022 9/23/2022
Drilling Equipment Completion Depth Rock Depth
CME 55 130.5 ft 54.0 ft
Size and Type of Bit 3-7/8in Tricone Roller Bit Number of Samples Disturbed 29 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
45.0 Water Level (ft.)First 51.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Sarah Castillo
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6271.1
+6257.1
+6252.1
+6247.1
Sample Description
Brown to light gray SILT, some fine to medium sand, trace clay
(moist)[MH][Qms]
Dark brown to black CLAY, some silt (moist)[CH][Qms]
Gray to dark gray SILT, some clay, some fine sand (moist)[ML]
[Qms]
Dark gray to light gray CLAY, some fine gravel, trace fine sand
(moist)[CL][RESIDUAL SOIL]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
S-11
S-12
Typ
e
SS
CR
SS
CR
Re
c
o
v.
(in
)
16
15
14
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
9
8
16
5
9
8
31
7
21
8
50/4"
N-Value
(Blows/ft)
16
37
17
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stopped Drilling for the day at 9/19/2022
5:32 PM. Resumed Drilling for the day at
9/20/2022 8:00 AM.
Log of Boring LB-0858 Sheet 2 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6291.1 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6246.1
+6237.1
Sample Description
Light gray CLAY, trace fine sand (wet)[CH][RESIDUAL SOIL]
Light gray to dark gray silty CLAYSTONE (moist)[BEDROCK]
[Tn]
Dark gray silty CLAYSTONE, trace fine sand (moist)[BEDROCK][Tn]
Dark gray silty CLAYSTONE, trace fine to coarse sand (moist)
[BEDROCK][Tn]
Dark gray silty CLAYSTONE, trace sand (moist)[BEDROCK]
[Tn]
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-13
S-14
S-15
S-16
S-17
Typ
e
SS
CR
SS
CR
SS
Re
c
o
v.
(in
)
15
12
18
12
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
6
12
11
24
7
19
15
27
8
15
11
35
29
50/5"
24
N-Value
(Blows/ft)
23
59
48
50/5"
39
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Introduced drilling fluid
Stopped Drilling for the day at 9/20/2022
4:18 PM. Resumed Drilling for the day at
9/21/2022 9:50 AM.
Introduced drilling fluid
Log of Boring LB-0858 Sheet 3 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6291.1 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6221.1
Sample Description
Dark gray silty CLAYSTONE, trace fine sand (moist)[BEDROCK][Tn]
Dark gray CLAYSTONE, some silt, trace fine sand, trace fine
gravel (moist)[BEDROCK][Tn]
Dark gray CLAYSTONE, trace fine sand (moist)[BEDROCK][Tn]
Light gray to dark brown CLAYSTONE, trace fine to coarse
sand (moist)[BEDROCK][Tn]
Dark brown to dark gray CLAYSTONE, trace fine sand (moist)
[BEDROCK][Tn]
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
S-18
S-19
S-20
S-21
S-22
Typ
e
SS
SS
SS
CR
SS
Re
c
o
v.
(in
)
18
18
18
3
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
15
9
16
10
17
50/4"
21
44
28
25
26
41
N-Value
(Blows/ft)
43
41
43
50/4"
85
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stopped Drilling for the day at 9/21/2022 1:52 PM. Resumed Drilling for the day at 9/22/2022 8:42 AM.
Stopped Drilling for the day at 9/22/2022
10:23 AM. Resumed Drilling for the day at
9/23/2022 8:33 AM
Hole caved
Log of Boring LB-0858 Sheet 4 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6291.1 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6196.1
Sample Description
Dark gray to dark brown silty CLAYSTONE, trace fine sand (moist)[BEDROCK][Tn]
Light gray CLAYSTONE, trace fine sand, trace coarse gravel
(moist)[BEDROCK][Tn]
Dark gray CLAYSTONE, trace fine sand (moist)[BEDROCK][Tn]
Dark gray CLAYSTONE (moist)[BEDROCK][Tn]
Dark gray to dark brown CLAYSTONE (moist)[BEDROCK][Tn]
Depth
Scale
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
Sample Data
Nu
m
b
e
r
S-23
S-24
S-25
S-26
S-27
Typ
e
CR
SS
CR
SS
SS
Re
c
o
v.
(in
)
12
18
4
15
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
15
27
6
11
50/4"
26
45
9
15
50
15
50/3"
20
N-Value
(Blows/ft)
77
26
50/4"
50/3"
35
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-0858 Sheet 5 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6291.1 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6171.1
+6160.6
Sample Description
Dark gray CLAYSTONE (moist)[BEDROCK][Tn]
Dark gray CLAYSTONE (moist)[BEDROCK][Tn]
End of Boring at 130.5ft.
Depth
Scale
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
Sample Data
Nu
m
b
e
r
S-28
S-29
Typ
e
SS
SS
Re
c
o
v.
(in
)
18
17
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
20
29
13
23
43
40
N-Value
(Blows/ft)
72
63
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 9/23/2022 8:34 PM
Log of Boring LB-0858 Sheet 6 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6291.1 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6539.0
+6537.0
+6531.0
Sample Description
Brown Sandy SILT (dry)[ML][TOPSOIL]
Reddish brown CLAY (moist)[CH][RESIDUAL SOIL]
Reddish brown CLAY (moist)[CH][RESIDUAL SOIL]
Reddish brown CLAY (moist)[CH][RESIDUAL SOIL]
Reddish brown SILTSTONE, scattered carbonate stringers
(moist)[BEDROCK][Tw]
Reddish brown to light reddish brown SILTSTONE, some fine sand (dry)[BEDROCK][Tw]
Dark reddish brown SILTSTONE, trace fine sand (dry)
[BEDROCK][Tw]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
MC
MC
MC
SS
SS
Re
c
o
v.
(in
)
12
9
18
18
18
18
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
3
1
2
7
11
4
8
19
39
22
22
22
42
3
2
11
7
49
25
50/3"
N-Value
(Blows/ft)
6
4
22
15
88
47
50/3"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 7/11/2023 3:22:33 PM
Log of Boring LB-0874 Sheet 1 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6539.0 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 7/11/2023 7/12/2023
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 30.4 ft 8.0 ft
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 10 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California Brian Perkins
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Andrew Nieblas
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6523.0
+6508.6
Sample Description
Reddish brown Sandy SILTSTONE, some gravel, very fine to
fine sand (dry)[BEDROCK][Tw]
Reddish brown to light gray SANDSTONE and
CONGLOMERATE (dry)[BEDROCK][Tw]
Reddish brown to light gray SANDSTONE and
CONGLOMERATE (dry)[BEDROCK][Tw]
End of Boring at 30.4ft.
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
Typ
e
SS
SS
SS
Re
c
o
v.
(in
)
12
7
5
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
36 50
20
32
50/5"
32
N-Value
(Blows/ft)
50
64
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Grades from siltstone to claystone from
20 to 23 feet.
Start of conglomerate at 24 feet.
Bottom of boring: 30.42 ft, 7/11/2023
5:25:00 PM
Log of Boring LB-0874 Sheet 2 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6539.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6530.2
+6528.2
+6510.2
Sample Description
Dark brown CLAY, trace roots and rootlets (moist)[TOPSOIL]
Reddish brown Sandy CLAY, trace rootlets (moist)[CL][Qao]
Reddish brown Sandy CLAY (moist)[CL][Qao]
Reddish brown Sandy CLAY, trace fine gravel (moist)[CL][Qao]
Reddish brown Sandy CLAY, trace fine gravel (moist)[CL][Qao]
Reddish brown Sandy CLAY (moist)[CL][Qao]
Reddish brown Gravelly CLAY, trace fine to medium sand, fine
to coarse gravel (moist)[CL][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
MC
SS
MC
Re
c
o
v.
(in
)
10
5
17
14
17
9
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
2
2
4
8
14
10
12
17
22
12
8
19
43
3
5
18
14
20
10
33
N-Value
(Blows/ft)
5
9
32
26
42
18
76
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 9/16/2023 8:50:13 AM
Trace fine to coarse gravel in sonic bags.
Occasional cobbles in sonic bags.
Log of Boring LB-0898 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6530.2 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 9/18/2023 9/18/2023
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 71.0 ft 45.4 ft
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 18 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
35.0 Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon; 3in OD Modified California Brian Perkins
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Casey Slatten
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6510.2
+6495.2
+6490.2
Sample Description
Grayish brown Silty fine to coarse SAND, trace clay (moist)
[SM][Qao]
Tannish brown Silty fine to coarse SAND, trace clay (moist)
[SM][Qao]
Grayish brown Silty fine to coarse SAND, some gravel (moist)
[SM][Qao]
Tannish gray Sandy fine to coarse GRAVEL, trace silt (moist)
[GP][Qao]
Tannish gray Silty fine to coarse SAND, trace fine gravel (dry)[SM][Qao]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
S-12
Typ
e
SS
SS
SS
SS

.
SS

.
Re
c
o
v.
(in
)
17
7
20
1
1
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
17
15
27
27
36
41
50/1"
50/1"
31
13
40
26
N-Value
(Blows/ft)
28
67
67
50/1"
50/1"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Occasional cobbles in sonic bags.
Occasional cobbles in sonic bags.
Trace fine to coarse gravel in sonic bags.
Some cobbles in sonic bags.
Some cobbles and some fine to coarse gravel, trace silt in sonic bags.
Log of Boring LB-0898 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6530.2 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6485.2
+6484.9
Sample Description
Brown Silty fine to coarse SAND, trace fine to coarse gravel
(moist)[SM][Qao]
Red SANDSTONE, trace silt (dry)[BEDROCK][Tw]
Red to reddish brown fine to coarse SANDSTONE, trace
gravel (moist)[BEDROCK][Tw]
Red to reddish brown fine to coarse SANDSTONE, trace fine
to coarse gravel (moist)[BEDROCK][Tw]
Red to reddish brown fine to coarse SANDSTONE, trace fine
to coarse gravel (moist)[BEDROCK][Tw]
Reddish brown fine to medium SANDSTONE, trace silt, trace fine gravel (moist)[BEDROCK][Tw]
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-13A
S-13B
S-14
S-15
S-16
S-17
Typ
e
SS
SS
SS
SS

.
SS

.
Re
c
o
v.
(in
)
7
7
4
2
2
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/1"
50/5"
50/5"
50/0"
50/2"
35
N-Value
(Blows/ft)
50/1"
50/5"
50/5"
50/0"
50/2"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop drilling for the day: 45.58 ft, 9/16/2023 2:31:57 PM ; Start drilling for the day: 45.58 ft, 9/18/2023 8:40:00 AM
Cobbles and coarse gravel in sonic bags.
Introduced Drilling Fluid.
Cobbles and coarse gravel in sonic bags.
Cobbles and coarse gravel in sonic bags.
Cobbles and coarse gravel in sonic bags.
Log of Boring LB-0898 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6530.2 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6460.2
+6459.2
Sample Description
Red fine to medium SANDSTONE, trace silt (dry)[BEDROCK]
[Tw]
End of Boring at 71.0ft.
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
S-18
Typ
e
SS
Re
c
o
v.
(in
)
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50
N-Value
(Blows/ft)
50
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Cobbles and coarse gravel in sonic bags.
Bottom of boring: 71 ft, 9/18/2023 12:41:12 PM. Boring backfilled with cuttings.
Log of Boring LB-0898 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6530.2 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6555.5
+6553.5
+6549.5
+6541.5
Sample Description
Dark brown SILT, some fine sand, some fine angular gravel,
some roots (dry)[TOPSOIL]
Dark orangish brown to grayish brown sandy SILT, some clay,
some fine angular gravel, some organics (moist)[ML][Qao]
Dark orangish brown to light brown sandy SILT, trace clay, some fine angular gravel, fine to coarse sand (dry)[ML][Qao]
Reddish brown sandy CLAY, some silt, some fine angular
gravel, fine to coarse sand (moist)[CL][Qao]
Reddish brown sandy CLAY, some silt, fine to coarse sand
(moist)[CL][Qao]
Reddish brown sandy CLAY, trace silt, some fine angular gravel (moist)[CL][Qao]
Reddish brown clayey angular GRAVEL, some silt, some fine
to coarse sand (moist)[GC][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
4
15
13
10
16
13
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
10
15
11
14
20
21
10
12
10
12
9
11
17
17
10
16
20
20
14
15
12
N-Value
(Blows/ft)
25
30
41
32
26
26
29
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 10/20/2022 2:26 PM.
Cobbles visible from topsoil surface. Rig
Chattering.
Heavy rig chatter, slow drilling.
Sample very hard to break apart and cut
with putty knife.
Heavy rig chatter.
Heavy rig chatter, slow drilling.
Stopped Drilling for the day at 10/20/2022 4:23 PM. Started Drilling for the day at
Log of Boring LB-0899 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6555.5 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 10/20/2022 10/24/2022
Drilling Equipment Completion Depth Rock Depth
CME 55 59.8 ft Not Encountered
Size and Type of Bit 3-7/8in Tricone Roller Bit Number of Samples Disturbed 16 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
59.0 Water Level (ft.)First 49.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2-inch O.D. Split Spoon John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Sarah Castillo
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6539.5
+6536.5
+6531.5
+6526.5
Sample Description
Reddish brown to grayish tan gravelly CLAY, some silt, some
fine to coarse sand, grayish tan silt in bottom 4 inches of
sample (moist)[CL][Qao]
Reddish brown to gray clayey rounded to angular GRAVEL,
some fine to coarse sand, trace silt (moist)[GC][Qao]
Reddish brown to orangish brown silty SAND, some clay, some fine angular to subangular gravel, yellow silt lenses (moist)[SM][Qao]
Reddish brown silty SAND, trace clay, some fine angular
gravel (dry)[SM][Qao]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
10
15
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
11
29
17
11
10
12
11
26
22
12
25
31
N-Value
(Blows/ft)
51
23
37
57
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
10/21/2022 8:14 AM.
Rig Chattering.
Moderate rig chatter.
Moderate rig chatter.
Log of Boring LB-0899 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6555.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6519.5
+6511.5
+6506.5
Sample Description
Reddish brown to dark grayish olive silty SAND, some fine to
coarse gravel (dry)[SM][Qao]
Reddish brown sandy CLAY, some silt, some fine angular
gravel (wet)[CL][Qao]
Reddish brown to gray sandy GRAVEL, some silt, clay lenses (moist)[GP][Qao]
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
Typ
e
SS
SS
SS
Re
c
o
v.
(in
)
12
20
9
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
12
30
4
5
20
28
25
9
26
N-Value
(Blows/ft)
55
14
54
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Slight rig chatter.
Moderate rig chattering. Slow drilling.
Introduced drilling fluid.
Moderate rig chatter.
Log of Boring LB-0899 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6555.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6499.5
+6498.5
+6496.5
+6495.7
Sample Description
No Recovery
Dark brown to reddish brown silty coarse angular GRAVEL,
some fine to coarse sand (moist)[GM][Qao]
End of Boring at 59.8ft.
Depth
Scale
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Sample Data
Nu
m
b
e
r
S-15
S-16
Typ
e
SS

.
SS
Re
c
o
v.
(in
)
0
10
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
100/1"
2450/4"
N-Value
(Blows/ft)
100/1"
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stopped Drilling for the day at 10/21/2022 4:34 PM. Started Drilling for the day at 10/24/2022 11:36 AM.
Rig Chattering. Slow drilling.
Bottom of boring at 10/24/2022 1:24 PM. Took completion water level and there was no water in the hole. Driller thinks water in upper layers was cased off to the bottom of the hole
Log of Boring LB-0899 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6555.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6680.6
+6678.6
+6674.6
Sample Description
Dark brown to black Clayey SILT, trace fine sand, trace
organics (moist)[MH][Qao]
Reddish brown to brown Silty CLAY, trace fine sand, trace
organics (moist)[CH][Qao]
Reddish brown to brown Silty CLAY, trace fine sand (moist)[CH][Qao]
Light brown to brown Silty fine to coarse SAND, trace fine
gravel (moist)[SM][Qao]
Light brown to brown Silty fine to coarse SAND, trace fine
gravel, trace clay (moist)[SM][Qao]
Light brown to brown Silty fine to coarse SAND, trace fine gravel, trace clay in sampler tip (moist)[SM][Qao]
Reddish gray Silty fine to coarse SAND, trace coarse gravel
(moist)[SM][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
MC
SS
SS
SS
SS

.
Re
c
o
v.
(in
)
11
8
17
3
10
8
2
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
4
5
6
10
17
2350/1"
12
16
12
20
50/2"
4
6
43
16
35
N-Value
(Blows/ft)
8
12
60
50/1"
32
55
50/2"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 9/14/2023 10:04:44 AM
Cobbles in sonic bags from 6 to 100 feet.
Log of Boring LB-1043 Sheet 1 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 9/14/2023 9/15/2023
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 101.5 ft Not Encountered
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 24 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
95.0 Water Level (ft.)First 98.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD Modified California Brian Perkins
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Ajay Kumar Reddy Pisati
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6664.6
+6660.6
+6655.6
+6650.6
Sample Description
No Recovery
Reddish brown Silty fine to coarse SAND, trace clay,
occasional fine to coarse gravel (moist)[SM][Qao]
Reddish brown Sandy CLAY, trace silt, trace fine to coarse
subrounded gravel (moist)[CL][Qao]
Reddish brown Sandy CLAY, trace silt, trace fine to coarse subrounded gravel (moist)[CL][Qao]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
0
15
16
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
27
27
19
13
27
20
29
40
32
N-Value
(Blows/ft)
56
53
52
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Sample taken from sonic bag.
Log of Boring LB-1043 Sheet 2 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6644.6
+6640.6
+6635.6
+6625.6
Sample Description
Reddish brown fine to coarse Sandy CLAY, trace silt, trace fine
to coarse subrounded gravel (moist)[CH][Qao]
Reddish brown Silty fine to medium SAND, trace clay, trace
gravel (wet)[SM][Qao]
Reddish brown Silty fine to medium SAND, trace clay, trace
gravel, some calcareous nodules (moist)[SM][Qao]
No Recovery
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
S-15
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
3
6
12
0
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/3"
12
50
20
25
35
N-Value
(Blows/ft)
50/3"
50
60
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Sample taken from sonic bag.
Log of Boring LB-1043 Sheet 3 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6624.6
+6620.6
+6615.6
+6610.6
+6605.6
Sample Description
Reddish brown Silty fine to medium SAND, trace clay, trace
fine to coarse gravel (moist)[SM][Qao]
Reddish brown Clayey fine to medium SAND, trace silt, trace
gravel (moist)[SC][Qao]
Reddish brown Silty fine to medium SAND, trace clay, trace
fine to coarse gravel (moist)[SM][Qao]
Reddish brown Clayey fine to medium SAND, trace fine to coarse gravel (moist)[SC][Qao]
Depth
Scale
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Sample Data
Nu
m
b
e
r
S-16
S-17
S-18
S-19
Typ
e
SS
SS
SS

.
SS
Re
c
o
v.
(in
)
13
12
1
12
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
17
17
33
17
50/1"
21
28
40
40
50/3"
N-Value
(Blows/ft)
57
57
50/1"
50/3"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop drilling for the day: 66.5 ft, 9/14/2023 4:51:41 PM ; Start drilling for the day: 66.5 ft, 9/15/2023 9:09:34 AM
Log of Boring LB-1043 Sheet 4 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6604.6
+6600.6
Sample Description
Grayish brown Silty fine to coarse SAND, trace gravel, trace
clay (moist)[SM][Qao]
Grayish brown Silty fine to coarse SAND, trace clay, trace fine
to coarse gravel (moist)[SM][Qao]
Grayish brown Silty fine to coarse SAND, trace clay, trace fine
to coarse gravel (moist)[SM][Qao]
Grayish brown Silty fine to coarse SAND, trace clay, trace fine to coarse gravel (moist)[SM][Qao]
Depth
Scale
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
Sample Data
Nu
m
b
e
r
S-20
S-21
S-22
S-23
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
5
12
7
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/5"
50
4050/3"
23
37
50/4"
N-Value
(Blows/ft)
50/5"
50
50/3"
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1043 Sheet 5 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6584.6
+6580.6
+6579.1
Sample Description
Grayish brown Clayey fine to coarse SAND, trace silt, trace
fine to coarse gravel (moist)[SC][Qao]
End of Boring at 101.5ft.
Depth
Scale
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
Sample Data
Nu
m
b
e
r
S-24
Typ
e
SS
Re
c
o
v.
(in
)
2
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
47
17
37
N-Value
(Blows/ft)
54
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring: 101.5 ft, 9/15/2023
2:36:24 PM.
Log of Boring LB-1043 Sheet 6 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6433.5
+6431.5
+6427.5
+6425.5
+6419.5
Sample Description
Black to brown SILT, trace sand, trace gravel, some organics,
some rootlets (moist)[TOPSOIL]
Light brown to tan Silty CLAY, trace sand, trace gravel, trace organics, trace rootlets, trace calcareous nodules (dry)[CL][Qao]
Light brown to tan Silty CLAY, trace sand, trace gravel, trace
organics, trace rootlets, trace calcareous nodules, angular
gravel at the bottom of the sample (dry)[CL][Qao]
Light brown to gray Clayey coarse metamorphic GRAVEL,
some sand, trace silt (moist)[GC][Qao]
Brown to reddish brown Silty CLAY, trace sand, trace gravel (moist)[CH][Qao]
Brown Silty CLAY, trace sand, trace gravel (moist)[CH][Qao]
Brown to reddish brown Silty CLAY, trace sand, some gravel (moist)[CL][Qao]
Brown to green Gravelly CLAY, sand lenses, some silt (moist)
[CL][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
SS
SS
MC
SS
SS
SS
Re
c
o
v.
(in
)
9
14
9
10
13
9
16
10
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
6
9
11
15
36
24
40
6
9
7
13
9
13
19
23
9
15
50/4"
16
11
18
39
36
N-Value
(Blows/ft)
15
26
50/4"
56
20
31
52
59
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 9/8/2023 3:42:19 PM
Perched water at 7 feet. No water present the next day.
Stop drilling for the day: 9.5 ft, 9/8/2023 5:00:38 PM ; Start Drilling: 9.5 ft, 9/9/2023 8:25:30 AM
Log of Boring LB-1042 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6433.5 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 9/8/2023 9/11/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 89.9 ft 74.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 21 Undisturbed 1 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD California sampler; Shelby Tube John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Thomas Purcell
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6413.5
+6409.5
+6399.5
+6394.5
+6389.5
Sample Description
Brown to reddish brown Sandy GRAVEL, some clay, trace silt, subangular to angular (moist)[GP][Qao]
Brown to reddish brown Sandy GRAVEL, some clay, trace silt,
angular, poorly sorted (moist)[GP][Qao]
Reddish brown to gray Clayey fine SAND, trace silt, trace gravel (moist)[SC][Qao]
Reddish brown to brown Silty CLAY, trace gravel, trace sand
(moist)[CL][Qao]
Light bluish gray to white Silty fine SAND, trace gravel (moist)
[SM][Qao]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
S-11
U-1
S-13
Typ
e
SS
SS

.
SS
ST
SS
Re
c
o
v.
(in
)
10
1
12
14
12
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
26
38
50/2"
3
7
13
30
49
13
49
N-Value
(Blows/ft)
87
50/2"
20
79
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Shelby Tube: 14 inches for 30 seconds,
500 psi.
Log of Boring LB-1042 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6433.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6388.5
+6364.5
Sample Description
Light bluish gray to white Silty fine SAND, trace gravel (moist)[SM][Qao]
Light bluish gray to white Silty fine SAND, trace gravel (moist)
[SM][Qao]
Light bluish gray to white Silty fine SAND, trace gravel (moist)[SM][Qao]
Light bluish gray to reddish brown Silty fine SAND, trace gravel
(moist)[SM][Qao]
Light bluish gray to reddish brown Silty fine SAND, trace
gravel, interbedded with red clay (moist)[RESIDUAL SOIL]
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-14
S-15
S-16
S-17
S-18
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
9
12
12
10
11
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
6
13
5
10
15
34
5
6
7
10
20
17
46
10
18
N-Value
(Blows/ft)
33
27
80
16
28
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop Drilling: 45.5 ft, 9/9/2023 3:10:40
PM ; Start Drilling: 45.5 ft, 9/11/2023
8:20:58 AM
Log of Boring LB-1042 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6433.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6363.5
+6359.5
+6343.6
Sample Description
Light bluish gray SANDSTONE, trace gravel, friable to weak (moist)[BEDROCK][Tw]
Light bluish gray SANDSTONE, trace gravel, friable to weak
(moist)[BEDROCK][Tw]
Light bluish gray Sandy CONGLOMERATE, trace clay, trace silt, friable to weak (moist)[BEDROCK][Tw]
Light bluish gray Silty SANDSTONE, trace clay, trace silt,
friable to weak (moist)[BEDROCK][Tw]
End of Boring at 89.9ft.
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
S-19
S-20
S-21
S-22
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
7
14
3
12
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
48 50
34
46
50/5"
2850/5"
50/3"
N-Value
(Blows/ft)
50
50/3"
50/5"
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop drilling for the day: 89.92 ft,
9/11/2023 5:00:23 PM
Log of Boring LB-1042 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6433.5 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6680.6
+6678.6
+6674.6
Sample Description
Dark brown to black Clayey SILT, trace fine sand, trace
organics (moist)[MH][Qao]
Reddish brown to brown Silty CLAY, trace fine sand, trace
organics (moist)[CH][Qao]
Reddish brown to brown Silty CLAY, trace fine sand (moist)[CH][Qao]
Light brown to brown Silty fine to coarse SAND, trace fine
gravel (moist)[SM][Qao]
Light brown to brown Silty fine to coarse SAND, trace fine
gravel, trace clay (moist)[SM][Qao]
Light brown to brown Silty fine to coarse SAND, trace fine gravel, trace clay in sampler tip (moist)[SM][Qao]
Reddish gray Silty fine to coarse SAND, trace coarse gravel
(moist)[SM][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
MC
SS
SS
SS
SS

.
Re
c
o
v.
(in
)
11
8
17
3
10
8
2
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
4
5
6
10
17
2350/1"
12
16
12
20
50/2"
4
6
43
16
35
N-Value
(Blows/ft)
8
12
60
50/1"
32
55
50/2"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 9/14/2023 10:04:44 AM
Cobbles in sonic bags from 6 to 100 feet.
Log of Boring LB-1043 Sheet 1 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 9/14/2023 9/15/2023
Drilling Equipment Completion Depth Rock Depth
Terra Sonic 150 cc 101.5 ft Not Encountered
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 24 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
95.0 Water Level (ft.)First 98.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD Modified California Brian Perkins
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Ajay Kumar Reddy Pisati
Template: Log-BH; Strip: BH-GEO; Printed on 01/17/2025
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6664.6
+6660.6
+6655.6
+6650.6
Sample Description
No Recovery
Reddish brown Silty fine to coarse SAND, trace clay,
occasional fine to coarse gravel (moist)[SM][Qao]
Reddish brown Sandy CLAY, trace silt, trace fine to coarse
subrounded gravel (moist)[CL][Qao]
Reddish brown Sandy CLAY, trace silt, trace fine to coarse subrounded gravel (moist)[CL][Qao]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
0
15
16
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
27
27
19
13
27
20
29
40
32
N-Value
(Blows/ft)
56
53
52
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Sample taken from sonic bag.
Log of Boring LB-1043 Sheet 2 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 01/17/2025
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6644.6
+6640.6
+6635.6
+6625.6
Sample Description
Reddish brown fine to coarse Sandy CLAY, trace silt, trace fine
to coarse subrounded gravel (moist)[CH][Qao]
Reddish brown Silty fine to medium SAND, trace clay, trace
gravel (wet)[SM][Qao]
Reddish brown Silty fine to medium SAND, trace clay, trace
gravel, some calcareous nodules (moist)[SM][Qao]
No Recovery
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
S-15
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
3
6
12
0
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/3"
12
50
20
25
35
N-Value
(Blows/ft)
50/3"
50
60
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Sample taken from sonic bag.
Log of Boring LB-1043 Sheet 3 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 01/17/2025
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6624.6
+6620.6
+6615.6
+6610.6
+6605.6
Sample Description
Reddish brown Silty fine to medium SAND, trace clay, trace
fine to coarse gravel (moist)[SM][Qao]
Reddish brown Clayey fine to medium SAND, trace silt, trace
gravel (moist)[SC][Qao]
Reddish brown Silty fine to medium SAND, trace clay, trace
fine to coarse gravel (moist)[SM][Qao]
Reddish brown Clayey fine to medium SAND, trace fine to coarse gravel (moist)[SC][Qao]
Depth
Scale
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Sample Data
Nu
m
b
e
r
S-16
S-17
S-18
S-19
Typ
e
SS
SS
SS

.
SS
Re
c
o
v.
(in
)
13
12
1
12
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
17
17
33
17
50/1"
21
28
40
40
50/3"
N-Value
(Blows/ft)
57
57
50/1"
50/3"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop drilling for the day: 66.5 ft, 9/14/2023 4:51:41 PM ; Start drilling for the day: 66.5 ft, 9/15/2023 9:09:34 AM
Log of Boring LB-1043 Sheet 4 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 01/17/2025
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6604.6
+6600.6
Sample Description
Grayish brown Silty fine to coarse SAND, trace gravel, trace
clay (moist)[SM][Qao]
Grayish brown Silty fine to coarse SAND, trace clay, trace fine
to coarse gravel (moist)[SM][Qao]
Grayish brown Silty fine to coarse SAND, trace clay, trace fine
to coarse gravel (moist)[SM][Qao]
Grayish brown Silty fine to coarse SAND, trace clay, trace fine to coarse gravel (moist)[SM][Qao]
Depth
Scale
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
Sample Data
Nu
m
b
e
r
S-20
S-21
S-22
S-23
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
5
12
7
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/5"
50
4050/3"
23
37
50/4"
N-Value
(Blows/ft)
50/5"
50
50/3"
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1043 Sheet 5 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 01/17/2025
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6584.6
+6580.6
+6579.1
Sample Description
Grayish brown Clayey fine to coarse SAND, trace silt, trace
fine to coarse gravel (moist)[SC][Qao]
End of Boring at 101.5ft.
Depth
Scale
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
Sample Data
Nu
m
b
e
r
S-24
Typ
e
SS
Re
c
o
v.
(in
)
2
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
47
17
37
N-Value
(Blows/ft)
54
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring: 101.5 ft, 9/15/2023
2:36:24 PM.
Log of Boring LB-1043 Sheet 6 of 6
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 01/17/2025
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6680.6
+6678.6
+6676.6
+6670.6
+6666.6
Sample Description
Dark reddish brown to black SILT, some roots, some organics
(moist)[TOPSOIL]
Brownish red Sandy SILT, trace gravel, trace roots, some
calcareous nodules, some clay (dry)[SM][Qao]
Brownish red to red Silty CLAY, trace gravel, some calcareous nodules (dry)[CL][Qao]
Brownish red to red Silty CLAY, some sand, trace gravel, some
calcareous nodules (dry)[CL][Qao]
Brownish red to red Silty CLAY, some sand, trace gravel, some
calcareous nodules (dry)[CL][Qao]
Gray to light brownish red Clayey fine to coarse GRAVEL, some sand, some silt, subrounded to subangular, poorly sorted (dry)[GC][Qao]
Brownish red to red Sandy CLAY, some gravel, some silt (dry)
[CL][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
MC
SS
SS
SS
SS
Re
c
o
v.
(in
)
6
12
12
8
12
12
9
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
3
7
8
9
15
19
27
5
10
19
26
7
16
5
6
30
19
15
32
15
N-Value
(Blows/ft)
8
14
45
46
25
58
31
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 9/14/2023 8:40:00 AM
Log of Boring LB-1044 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 9/14/2023 9/14/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 74.1 ft 24.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 19 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD California sampler John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Thomas Purcell
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6664.6
+6661.6
+6656.6
+6651.6
Sample Description
Red to gray Sandy GRAVEL, some clay, some silt (dry)[GP]
[RESIDUAL SOIL]
No Recovery
Red SILTSTONE, hard, moderately strong, fresh (dry)[BEDROCK][Tw]
Red SANDSTONE, hard, moderately strong, fresh, medium-
grained (moist)[BEDROCK][Tw]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
SS

.
SS
SS
Re
c
o
v.
(in
)
7
0
5
4
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
19
20
50/2"
50/5"
50/5"
50
N-Value
(Blows/ft)
70
50/2"
50/5"
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1044 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6644.6
Sample Description
Gray CONGLOMERATE, hard, fresh, subrounded to
subangular (dry)[BEDROCK][Tw]
Gray CONGLOMERATE, hard, fresh, subrounded to
subangular (dry)[BEDROCK][Tw]
Brownish red to gray Clayey CONGLOMERATE, some fine to coarse sand, some silt, friable, subrounded to subangular (moist)[BEDROCK][Tw]
Red to purple coarse SANDSTONE, micaceous, moderately
hard, moderately strong (moist)[BEDROCK][Tw]
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
S-15
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
3
4
10
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/3"
50/5"
13
16
24
20
17
30
N-Value
(Blows/ft)
50/3"
50/5"
33
50
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1044 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6624.6
+6606.5
Sample Description
Red to purple CONGLOMERATE, micaceous, moderately
strong, subrounded to subangular; sand, silt, and clay matrix
(dry)[BEDROCK][Tw]
Red to purple Sandy CONGLOMERATE, micaceous,
moderately strong, subrounded to subangular; sand, silt, and
clay matrix (dry)[BEDROCK][Tw]
Red to purple Sandy CONGLOMERATE, moderately strong, subrounded to subangular; sand, silt, and clay matrix (dry)[BEDROCK][Tw]
Red to purple Sandy CONGLOMERATE, moderately strong,
subrounded to subangular; sand, silt, and clay matrix (dry)
[BEDROCK][Tw]
End of Boring at 74.1ft.
Depth
Scale
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Sample Data
Nu
m
b
e
r
S-16
S-17
S-18
S-19
Typ
e
SS
SS
SS

.
SS

.
Re
c
o
v.
(in
)
1
18
0
1
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
27
40
13
24
50/0"
50/1"
50/4"
50
N-Value
(Blows/ft)
50/4"
74
50/0"
50/1"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Grab sample.
Bottom of boring: 74.08 ft, 9/14/2023
4:34:15 PM
Log of Boring LB-1044 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6680.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6494.8
+6490.8
+6488.8
+6486.8
+6480.8
+6475.8
Sample Description
Dark brown CLAY, some fine subangular to subrounded gravel,
some fine to coarse sand, poorly graded, medium to high
plasticity, some rootlets (moist)[TOPSOIL]
Dark brown CLAY, some fine subangular to subrounded gravel, some fine to coarse sand, poorly graded, medium to high plasticity, some rootlets (moist)[TOPSOIL]
Tannish brown CLAY, some silt, some fine subangular to
subrounded gravel (moist)[CL][Qao]
Light gray Sandy angular to subrounded GRAVEL, some clay
(moist)[GP][Qao]
Tannish brown Gravelly CLAY, some fine to coarse sand, angular to subrounded gravel, poorly graded (moist)[CL][Qao]
Tannish brown Gravelly CLAY, some fine to coarse sand,
angular to subrounded gravel, poorly graded (moist)[CL][Qao]
Gray CLAY, some silt (moist)[CL][RESIDUAL SOIL]
Gray CLAYSTONE, some silt (moist)[BEDROCK][Tw]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
11
6
13
10
8
18
14
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
3
3
3
5
6
4050/5"
3550/2"
23
16
10
11
19
28
4
2
10
21
10
45
N-Value
(Blows/ft)
7
5
16
50/5"
50/2"
37
21
73
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 10/23/2023 1:40:21 PM
Rig chattering.
Log of Boring LB-1056 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6494.8 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 10/23/2023 10/25/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 90.5 ft 19.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 22 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First 33.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD Modified California John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Kai Liu
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6474.8
Sample Description
Gray CLAYSTONE, some silt (moist)[BEDROCK][Tw]
Tannish gray CLAYSTONE, some silt (moist)[BEDROCK][Tw]
Tannish gray CLAYSTONE, some silt (moist)[BEDROCK][Tw]
Tannish gray CLAYSTONE, some silt (wet)[BEDROCK][Tw]
Tannish gray CLAYSTONE, some silt (wet)[BEDROCK][Tw]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
S-11
S-12
S-13
Typ
e
MC
SS
SS
SS
SS
Re
c
o
v.
(in
)
5
18
10
10
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/5"
12
21
3550/4"
1650/4"
9
13
26
22
N-Value
(Blows/ft)
50/5"
47
50/4"
50/4"
35
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1056 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6494.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6449.8
Sample Description
Tannish gray CLAYSTONE, some silt (wet)[BEDROCK][Tw]
Gray Sandy CONGLOMERATE, some clay, some silt,
subangular to subrounded clasts (wet)[BEDROCK][Tw]
Dark gray Sandy CONGLOMERATE, some silt, some clay, angular to subrounded clasts (wet)[BEDROCK][Tw]Brownish gray CLAYSTONE, some silt (wet)[BEDROCK][Tw]
Gray CLAYSTONE (wet)[BEDROCK][Tw]
Tannish brown CLAYSTONE (wet)[BEDROCK][Tw]
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-14
S-15
S-16A
S-16B
S-17
S-18A
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
3
14
18
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
11
25
50/3"
29
23
17
35
14
22
44
29
45
50/3"
N-Value
(Blows/ft)
69
50/3"
52
80
50/3"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1056 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6494.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6424.8
+6404.3
Sample Description
Gray CLAYSTONE, trace fine rounded gravel (wet)
[BEDROCK][Tw]
Gray SILTSTONE, some clay (moist)[BEDROCK][Tw]
Gray SILTSTONE, some clay (wet)[BEDROCK][Tw]
Gray SILTSTONE, some clay (wet)[BEDROCK][Tw]
Gray SILTSTONE, some clay (wet)[BEDROCK][Tw]
End of Boring at 90.5ft.
Depth
Scale
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
Sample Data
Nu
m
b
e
r
S-18B
S-19
S-20
S-21
S-22
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
16
17
18
17
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
23
38
23
41
13
28
15
27
50/4"
50/5"
27
32
N-Value
(Blows/ft)
50/4"
50/5"
55
59
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring: 90.5 ft, 10/25/2023
12:04:10 PM
Log of Boring LB-1056 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6494.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6633.6
+6631.6
+6629.6
+6627.6
+6625.6
+6623.6
+6619.6
Sample Description
Tannish brown CLAY, some silt, some fine to coarse sand,
some fine subrounded to rounded gravel, medium to high
plasticity, some rootlets (moist)[TOPSOIL]
Tannish brown CLAY, some silt, some fine subrounded to rounded gravel (moist)[CL][Qao]
Brown CLAY (moist)[CH][Qao]
No Recovery
Dark gray Silty CLAY (moist)[CL][Qao]
Dark gray SILT, some clay (moist)[ML][RESIDUAL SOIL]
Dark gray SILTSTONE, some clay (moist)[BEDROCK][Tw]
Dark gray SILTSTONE, some clay, some fine subangular to
rounded gravel (moist)[BEDROCK][Tw]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
SS
SS
SS
SS
MC
SS
Re
c
o
v.
(in
)
10
12
3
0
5
14
11
8
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
6
2
2
9
12
7
8
5
8
4
5
9
8
3450/2"
5
4
14
7
9
8
44
N-Value
(Blows/ft)
11
6
26
15
17
13
52
50/2"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 10/19/2023 10:05:35
AM
Catcher used.
Catcher used.
Log of Boring LB-1058 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6633.6 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 10/19/2023 10/20/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 65.5 ft 14.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 17 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD Modified California John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Kai Liu
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6613.6
Sample Description
No Recovery
Light gray Sandy CONGLOMERATE, angular to subrounded
clasts (moist)[BEDROCK][Tw]
Brown CLAYSTONE, some angular to subrounded gravel (moist)[BEDROCK][Tw]
Brown CLAYSTONE, some angular to subrounded gravel
(moist)[BEDROCK][Tw]
Grayish brown SILTSTONE, some clay (moist)[BEDROCK][Tw]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
S-11
S-12
S-13
Typ
e
SS

.
SS
SS
SS
SS
Re
c
o
v.
(in
)
0
5
10
5
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/1"
50/5"
1450/4"
2750/3"
18
32
43
N-Value
(Blows/ft)
50/1"
50/5"
50/4"
50/3"
75
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Catcher used; hit cobble/boulder.
Catcher used.
Log of Boring LB-1058 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6633.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6588.6
+6568.1
Sample Description
Grayish brown SILTSTONE, some clay (moist)[BEDROCK][Tw]
Grayish brown SILTSTONE, some clay (moist)[BEDROCK][Tw]
Grayish brown SILTSTONE, some clay (moist)[BEDROCK][Tw]
Grayish brown SILTSTONE, some clay (moist)[BEDROCK][Tw]
End of Boring at 65.5ft.
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-14
S-15
S-16
S-17
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
16
17
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
22
26
35
44
14
25
17
30
50/4"
50/5"
43
40
N-Value
(Blows/ft)
50/4"
50/5"
68
70
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring: 65.5 ft, 10/20/2023
10:19:14 AM
Log of Boring LB-1058 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6633.6 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6612.7
+6608.7
+6598.7
Sample Description
Brownish black CLAY, some fine to coarse poorly graded sand,
some fine angular to subrounded gravel, some silt, some
rootlets (moist)[TOPSOIL]
Tannish brown CLAY, some fine angular to rounded gravel,
some rootlets (moist)[TOPSOIL]
Tan CLAY, some fine angular to rounded gravel (moist)[CL][Qgap]
Tan CLAY, some fine angular to rounded gravel, some fine to
coarse sand (moist)[CL][Qgap]
Tan CLAY, some fine angular gravel, some fine to coarse sand
(moist)[CL][Qgap]
Tan Sandy CLAY, some fine angular gravel (moist)[CL][Qgap]
No Recovery
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS

.
Re
c
o
v.
(in
)
5
8
10
4
4
3
0
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
3
5
6
11
21
50/5"
3450/3"
50/5"
50/2"
5
10
17
N-Value
(Blows/ft)
8
16
38
50/5"
50/3"
50/5"
50/2"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 10/20/2023 2:13:15 PM
Catcher used; hit cobble/boulder.
Log of Boring LB-1059 Sheet 1 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6612.7 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 10/20/2023 10/23/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 74.3 ft 39.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 19 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First 42.0 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD Modified California John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Kai Liu
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6596.7
+6593.7
+6588.7
+6583.7
Sample Description
Light gray Sandy angular to subrounded GRAVEL, some clay,
some silt (moist)[GP][Qgap]
Brown SILT (wet)[ML][Qao]
Grayish brown CLAY, some fine subangular to subrounded gravel (moist)[CL][RESIDUAL SOIL]
Grayish brown CLAY (moist)[CL][RESIDUAL SOIL]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
CR
SS
SS
Re
c
o
v.
(in
)
3
18
10
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/5"
8
5
6
14
6
11
6
20
20
N-Value
(Blows/ft)
50/5"
11
34
31
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1059 Sheet 2 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6612.7 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6576.7
+6573.7
Sample Description
Grayish brown CLAYSTONE (moist)[BEDROCK][Tw]
Grayish brown CLAYSTONE (moist)[BEDROCK][Tw]
Brown CLAYSTONE (moist)[BEDROCK][Tw]
Brown CLAYSTONE (wet)[BEDROCK][Tw]
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
S-15
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
18
5
5
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
12
20
9
17
50/5"
50/5"
25
22
N-Value
(Blows/ft)
45
39
50/5"
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Introduced drilling fluid.
Log of Boring LB-1059 Sheet 3 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6612.7 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6556.7
+6538.3
Sample Description
Brown CLAYSTONE (wet)[BEDROCK][Tw]
Brown CLAYSTONE (wet)[BEDROCK][Tw]
Brown Sandy subangular CONGLOMERATE, some silt, some clay (wet)[BEDROCK][Tw]
Brown CLAYSTONE (wet)[BEDROCK][Tw]
End of Boring at 74.3ft.
Depth
Scale
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Sample Data
Nu
m
b
e
r
S-16
S-17
S-18
S-19
Typ
e
SS
SS
SS

.
SS
Re
c
o
v.
(in
)
11
4
2
4
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2050/5"
50/4"
50/2"
50/4"
N-Value
(Blows/ft)
50/5"
50/4"
50/2"
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Possible sloughing.
Bottom of boring: 74.33 ft, 10/23/2023 10:59:55 AM
Log of Boring LB-1059 Sheet 4 of 4
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6612.7 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6545.8
+6543.8
+6526.8
Sample Description
Tannish brown CLAY, some silt, trace fine to coarse sand,
medium to high plasticity, some rootlets (moist)[TOPSOIL]
Tannish brown CLAY, some silt, trace fine to coarse sand, trace fine angular to subangular gravel (moist)[CH][RESIDUAL SOIL]
Tannish brown CLAY, some silt, trace fine to coarse sand, trace
fine rounded gravel, some rootlets (moist)[CH][RESIDUAL
SOIL]
Tannish brown CLAY, some silt (moist)[CH][RESIDUAL SOIL]
Tannish brown CLAY, some silt (moist)[CH][RESIDUAL SOIL]
Tannish brown CLAY, some silt (moist)[CH][RESIDUAL SOIL]
Tannish brown CLAY, some silt, trace fine angular to subangular gravel, some fine to coarse sand (moist)[CH]
[RESIDUAL SOIL]
Grayish red Gravelly SANDSTONE, subangular to subrounded
gravel (moist)[BEDROCK][Tw]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
Typ
e
SS
SS
MC
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
10
14
13
18
18
18
16
5
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
2
2
4
3
6
5
12
7
14
5
11
6
12
50/5"
3
6
15
15
15
12
13
N-Value
(Blows/ft)
5
10
21
27
29
23
25
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 10/18/2023 9:14:51 AM
Log of Boring LB-1060 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6545.8 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 10/18/2023 10/18/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 55.2 ft 19.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 15 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD Modified California John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Kai Liu
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6525.8
Sample Description
Tannish gray Gravelly SILTSTONE, some fine sand, angular to subrounded gravel (moist)[BEDROCK][Tw]
Brown CLAYSTONE, some silt (moist)[BEDROCK][Tw]
Brown CLAYSTONE, some silt (moist)[BEDROCK][Tw]
Brown CLAYSTONE, some silt (moist)[BEDROCK][Tw]
Brown CLAYSTONE, some silt (moist)[BEDROCK][Tw]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-9
S-10
S-11
S-12
S-13
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
14
18
10
10
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
13
14
15
25
2450/4"
2050/6"
18
34
31
27
50/4"
N-Value
(Blows/ft)
45
52
50/4"
50/6"
50/4"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1060 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6545.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6500.8
+6490.5
Sample Description
Brown CLAYSTONE, some silt (moist)[BEDROCK][Tw]
Grayish brown CLAYSTONE, some silt (moist)[BEDROCK][Tw]
End of Boring at 55.2ft.
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-14
S-15
Typ
e
SS
SS
Re
c
o
v.
(in
)
15
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
17
42
29
36
50/3"
50/3"
N-Value
(Blows/ft)
50/3"
50/3"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring: 55.25 ft, 10/18/2023 3:03:20 PM
Log of Boring LB-1060 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6545.8 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6346.3
+6345.3
+6340.3
+6338.3
+6331.2
Sample Description
Dark brown to brown Sandy CLAY, trace rootlets, trace fine
gravel, fine to medium sand (moist)[CL][TOPSOIL]
Brown Clayey fine to coarse SAND, some fine to coarse gravel (moist)[SC][Qms]
Brown Clayey fine to coarse SAND, some fine to coarse
angular to subrounded gravel (moist)[SC][Qms]
Brown Clayey fine to coarse SAND, some fine to coarse angular to subrounded gravel (moist)[SC][Qms]
Brown Sandy CLAY, some fine to coarse angular to
subrounded gravel, fine to coarse sand (moist)[CL][Qms]
Brown fine to medium SAND, some fine to coarse angular to
subrounded gravel, some clay (moist)[SP-SC][Qms]
Brown fine to medium SAND, some fine to coarse angular to subrounded gravel, some clay (moist)[SP-SC][Qms]
Brown fine to medium SAND, some fine to coarse angular to
subrounded gravel, some clay (moist)[SP-SC][Qms]
Reddish brown CLAY, trace fine sand (moist)[CL][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1A
S-1B
S-2
S-3
S-4
S-5
S-6
S-7A
S-7B
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
5
15
9
16
17
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
6
14
50/5"
22
26
3250/3"
25
37
22
28
36
42
23
47
50/4"
50/4"
20
N-Value
(Blows/ft)
37
50/5"
73
50/3"
50/4"
50/4"
62
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 11/4/2023 11:20:00 AM
Log of Boring LB-1061 Sheet 1 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6346.3 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 11/4/2023 11/6/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 25.5 ft Not Encountered
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 9 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Brandon Watkins
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6330.3
+6327.3
+6322.3
+6320.8
Sample Description
Reddish brown Clayey fine to coarse GRAVEL, some fine sand
(moist)[GC][Qms]
Reddish brown Clayey fine to medium SAND, some fine to
coarse gravel, fine sand (moist)[SC][Qms]
End of Boring at 25.5ft.
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
Typ
e
SS
SS
Re
c
o
v.
(in
)
7
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4250/3"
45
35
35
N-Value
(Blows/ft)
50/3"
70
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Drillers comment: Clay layer ends at approx. 18 feet.
Stop drilling for the day: 25.5 ft, 11/4/2023
2:15:47 PM
Log of Boring LB-1061 Sheet 2 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6346.3 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6520.0
+6518.0
Sample Description
Brown CLAY, trace organics, some fine sand, trace fine
subangular to subrounded gravel (moist)[CL][TOPSOIL]
Reddish brown CLAY, trace coarse angular to subrounded
gravel (moist)[CL][Qao]
Reddish brown CLAY, trace fine sand, with fine to coarse angular to subrounded gravel, trace rootlets, (moist)[CL][Qao]
Reddish brown CLAY, some fine to medium sand, trace fine to
coarse angular gravel, trace rootlets (moist) [CL][Qao]
Reddish brown CLAY, trace fine sand, trace fine angular to
rounded gravel, trace rootlets (moist)[CL][Qao]
Reddish brown Gravelly CLAY, trace fine sand, fine to coarse subangular to rounded gravel (moist)[CL][Qao]
Reddish brown CLAY, trace fine to coarse subangular to
rounded gravel, trace rootlets (moist)[CL][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
6
6
18
18
18
18
17
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
4
5
6
9
10
10
7
5
11
8
10
7
9
8
10
23
13
9
16
16
N-Value
(Blows/ft)
12
16
33
20
20
26
25
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 11/2/2023 8:33:04 AM ;
Casing used to 19 feet.
Log of Boring LB-1062 Sheet 1 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6520.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 11/2/2023 11/6/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 89.5 ft Not Encountered
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 22 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Brandon Watkins
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6504.0
+6496.0
+6491.0
+6486.0
Sample Description
Brown CLAY, trace fine rounded to subrounded gravel, trace
rootlets (moist)[CL][Qao]
Mottled reddish brown to yellowish brown clayey fine to
medium SAND, some fine to coarse subangular to rounded
gravel (moist)[SC][Qao]
Mottled reddish brown to light brown fine to coarse subangular to rounded GRAVEL, some clay, some fine to medium sand (moist)[GP-GC][Qao]
Brown to reddish brown clayey fine to medium SAND, some
fine to coarse angular to subrounded gravel (moist)[SC][Qao]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
18
18
15
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
6
10
22
24
26
35
18
28
14
37
32
50/3"
N-Value
(Blows/ft)
24
61
67
50/3"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Change in soil at approximately 21 feet based on drill cuttings.
Cobbles and/or boulders encountered to
end of boring
Log of Boring LB-1062 Sheet 2 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6520.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6484.0
+6476.0
+6475.5
+6471.0
Sample Description
Brown to reddish brown clayey fine to medium SAND, some
fine to coarse subangular to subrounded gravel (moist)[SC]
[Qao]
Reddish brown CLAY, trace coarse subangular to subrounded
gravel, trace fine sand (moist)[CL][Qao]
Reddish brown fine to medium SAND, some clay, trace coarse
gravel (moist)[SP-SC][Qao]
Reddish brown clayey SAND, some coarse subangular to rounded gravel (moist)[SC][Qao]
Reddish brown Clayey SAND, some coarse subangular to
rounded gravel (moist)[SC][Qao]
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13A
S-13B
S-14
S-15
Typ
e
SS
SS
SS
SS

.
Re
c
o
v.
(in
)
13
18
7
2
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
22
40
7
21
2450/1"
50/2"
50/1"
48
N-Value
(Blows/ft)
50/1"
69
50/1"
50/2"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Rig chattering
Log of Boring LB-1062 Sheet 3 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6520.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6464.0
+6461.0
+6456.0
Sample Description
No Recovery
Reddish brown to brown SAND, some clay, some coarse
subrounded gravel (moist)[SP-SC][Qao]
Reddish brown to brown SAND, some clay, some coarse subrounded gravel (moist)[SP-SC][Qao]
Reddish brown to tannish brown fine to medium SAND, some
clay, some fine to coarse angular to subrounded gravel (moist)
[SP-SC][Qao]
Depth
Scale
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Sample Data
Nu
m
b
e
r
S-16
S-17
S-18
S-19
Typ
e
SS

.
SS
SS
SS
Re
c
o
v.
(in
)
0
4
2
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/0"
50/4"
50/4"
25
44
39
N-Value
(Blows/ft)
50/0"
50/4"
50/4"
83
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Encountered boulder
Log of Boring LB-1062 Sheet 4 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6520.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6444.0
+6441.0
+6430.5
Sample Description
Reddish brown to brown clayey fine to coarse SAND, some
fine to coarse angular to subrounded gravel (moist)[SC][Qao]
Reddish brown to brown fine to coarse SAND, some fine to
coarse angular to rounded gravel, some clay (moist)[SC][Qao]
Reddish brown to brown fine to coarse SAND, some fine to coarse angular to rounded gravel, some clay (moist)[SC][Qao]End of Boring at 89.5ft.
Depth
Scale
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
Sample Data
Nu
m
b
e
r
S-20
S-21
S-22
Typ
e
SS
SS
SS
Re
c
o
v.
(in
)
15
18
2
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
16
33
15
26
50
50/5"
32
N-Value
(Blows/ft)
50/5"
58
50
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Unable to advance boring; worn drill bit.
Bottom of boring: 91 ft, 11/3/2023 1:55:30
PM
Log of Boring LB-1062 Sheet 5 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6520.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 11/26/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6543.0
+6541.0
+6537.0
+6535.0
+6529.0
+6527.0
+6523.5
Sample Description
Dark brown CLAY, trace fine sand, trace rootlets, angular
gravel in sampler tip (moist)[CL][TOPSOIL]
Reddish brown gravelly CLAY, fine to coarse subangular to subrounded gravel, trace fine sand (moist)[CL][Qao]
Reddish brown CLAY, some fine to coarse subangular to
subrounded gravel, trace fine sand (moist)[CL][Qao]
Reddish brown clayey fine subangular to subrounded
GRAVEL, trace fine sand, trace rootlets (moist)[GC][Qao]
Reddish brown gravelly CLAY, fine to coarse subangular to subrounded gravel, trace sand, trace rootlets (moist)[CL][Qao]
Reddish brown CLAY, trace fine sand (moist)[CL][Qao]
Reddish brown gravelly CLAY, trace fine sand, fine to coarse
subangular to subrounded gravel (moist)[CL][Qao]
Reddish brown clayey fine to coarse subangular to subrounded GRAVEL, trace fine sand (moist)[GC][Qao]
Reddish brown CLAY, trace fine to medium sand, some fine to
coarse subangular to subrounded gravel (moist)[CL][Qao]
Reddish brown CLAY, some fine to medium sand, some fine to
coarse subangular to subrounded gravel (moist)[CL][Qao]
End of Boring at 19.5ft.
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
S-9
S-10
Typ
e
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
5
13
18
18
18
18
18
12
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
9
13
9
17
18
23
24
19
19
7
8
10
16
21
29
12
14
11
16
11
30
17
50
16
12
21
36
18
14
N-Value
(Blows/ft)
20
39
35
74
35
20
37
65
32
30
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 11/3/2023 3:30:00 PM
Stop drilling for the day: 1.5 ft, 11/3/2023
3:41:55 PM; Start Drilling: 1.5 ft,
11/4/2023 8:15:00 AM
Bottom of boring: 19.5 ft, 11/4/2023
10:00:00 AM, Backfilled with cuttings.
Log of Boring LB-1075 Sheet 1 of 1
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6543.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 11/3/2023 11/6/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 19.5 ft Not Encountered
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 10 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon John Reis
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Brandon Watkins
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6405.0
+6403.0
Sample Description
Brownish black CLAY, trace organics (moist)[TOPSOIL]
Tannish brown CLAY, trace fine to coarse gravel (moist)[CH][RESIDUAL SOIL]
Tannish brown CLAY, trace fine gravel (moist)[CH][RESIDUAL
SOIL]
Tannish brown CLAY, trace fine gravel (moist)[CH][RESIDUAL
SOIL]
Orangish brown Gravelly CLAY (moist)[CL][RESIDUAL SOIL]
Tannish brown CLAY (moist)[CL][RESIDUAL SOIL]
Tannish brown CLAY, some fine to coarse gravel (moist)[CL]
[RESIDUAL SOIL]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
MC
MC
SS
SS
Re
c
o
v.
(in
)
12
11
11
14
17
8
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
2
2
2
2
4
4
7
15
12
5
7
5
6
3
4
5
11
21
11
9
N-Value
(Blows/ft)
5
6
9
18
33
18
15
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 11/30/2023 1:57:53 PM
9.5 to 10 feet: Clayey gravel
Log of Boring LB-1077 Sheet 1 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6405.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 11/30/2023 12/13/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 41.5 ft 25.0 ft
Size and Type of Bit 5-5/8in ODEX Drill Bit; 3-7/8in Tricone Roller Bit Number of Samples Disturbed 12 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon; 3in OD Modified California John Reis and Victor Garcia
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Ajay Kumar Reddy Pisati
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6385.0
+6380.0
+6363.5
Sample Description
Tannish brown Gravelly CLAY (moist)[CL][RESIDUAL SOIL]
Tannish gray CLAYSTONE (moist)[BEDROCK][Tn]
Tannish gray CLAYSTONE (moist)[BEDROCK][Tn]
Tannish gray CLAYSTONE (moist)[BEDROCK][Tn]
Tannish gray CLAYSTONE (moist)[BEDROCK][Tn]
End of Boring at 41.5ft.
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
S-12
Typ
e
SS
MC
SS
SS
SS
Re
c
o
v.
(in
)
14
12
18
16
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
7
11
16
47
9
15
30
60
9
17
15
75/5"
22
75/4"
29
N-Value
(Blows/ft)
26
75/5"
37
75/4"
46
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Switched to 3-3/4in Tricone Bit
Bottom of boring: 41.5 ft, 12/13/2023 1:10:00 PM
Log of Boring LB-1077 Sheet 2 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6405.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6546.2
+6544.2
Sample Description
Dark brown to reddish brown CLAY, some wood (wet)
[TOPSOIL]
Reddish brown CLAY, some rootlets (moist)[CL][Qao]
Reddish brown CLAY, some rootlets (moist)[CL][Qao]
Reddish brown CLAY, trace sand (moist)[CL][Qao]
Reddish brown CLAY, trace sand, some calcareous nodules (moist)[CL][Qao]
Reddish brown CLAY, trace sand, some gravel, some
calcareous nodules (moist)[CL][Qao]
Reddish brown CLAY, trace sand, some gravel, some
calcareous nodules (moist)[CL][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
6
14
13
18
18
13
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
1
1
1
3
2
5
2
4
2
6
4
5
4
7
2
4
7
9
8
8
11
N-Value
(Blows/ft)
3
7
12
13
14
13
18
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 12/18/2023 3:51:57 PM
Stop drilling for the day: 7.5 ft,
12/18/2023 4:56:56 PM ; Start drilling for
the day: 7.5 ft, 12/19/2023 9:43:07 AM
Log of Boring LB-1078 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6546.2 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 12/18/2023 12/19/2023
Drilling Equipment Completion Depth Rock Depth
CME 55 51.5 ft 46.0 ft
Size and Type of Bit 3-7/8in Drag Bit Number of Samples Disturbed 14 Undisturbed 0 Core 0
Casing Diameter (in)N/A Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanAutomatic14030
Sampler 2in OD Split Spoon Victor Garcia
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Andrew Barton
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6526.2
+6513.2
+6512.2
+6510.2
+6506.2
Sample Description
Reddish brown CLAY, trace sand, some gravel, some
calcareous nodules (moist)[CL][Qao]
Reddish brown CLAY, trace gravel, some calcareous nodules
(moist)[CL][Qao]
Reddish brown CLAY, trace gravel, silt lenses (moist)[CL][Qao]
Reddish brown CLAY, some gravel (moist)[CL][Qao]
Light brown Silty GRAVEL (moist)[GM][Qao]
Reddish brown CLAY, trace gravel (moist)[CL][RESIDUAL SOIL]
Depth
Scale
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
S-12
Typ
e
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
17
17
18
18
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
7
6
10
6
10
6
12
6
9
6
9
12
13
13
12
N-Value
(Blows/ft)
16
22
23
25
21
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Rig Chattering
Log of Boring LB-1078 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6546.2 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6501.2
+6499.7
+6494.7
Sample Description
Reddish brown CLAY, some gravel (moist)[CL][RESIDUAL
SOIL]
Reddish brown CLAYSTONE (moist)[BEDROCK][Tw]
Reddish brown CLAYSTONE [BEDROCK][Tw]
Light gray to dark gray SANDSTONE (moist)[BEDROCK][Tw]
End of Boring at 51.5ft.
Depth
Scale
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
Sample Data
Nu
m
b
e
r
S-13
S-14
Typ
e
SS
SS
Re
c
o
v.
(in
)
18
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
12
10
22
23
45
N-Value
(Blows/ft)
35
67
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring: 51.5 ft, 12/19/2023
3:40:38 PM
Log of Boring LB-1078 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6546.2 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 10/21/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6310.0
+6306.0
+6304.0
+6302.0
Sample Description
Dark brown SILT, trace clay, trace root fibers (moist)[TOPSOIL]
Dark gray CLAY, trace fine to coarse subangular gravel (moist)
[TOPSOIL]
Gray to dark brown CLAY, trace fine to coarse subangular gravel, trace organics (moist)[CL][Qms]
Tannish brown to gray fine to coarse GRAVEL, trace fine to
coarse sand (dry)[GP][Qms]
Reddish brown Sandy CLAY, trace calcite (moist)[CL][Qms]
Brown Silty CLAY (dry)[CL][Qms]
Reddish gray Silty CLAY (moist)[CL][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
4
2
11
12
20
18
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
2
6
4
6
4
13
10
9
13
11
12
10
12
5
6
6
10
5
7
15
16
15
15
17
20
15
20
N-Value
(Blows/ft)
7
10
9
25
28
29
27
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 3:07 PM
Stop drilling for the day: 12 ft, 4:46 PM ;
Start Drilling: 12 ft, 8:05 AM
Log of Boring LB-1092 Sheet 1 of 7
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6310.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 8/26/2024 8/26/2024
Drilling Equipment Completion Depth Rock Depth
CME55 Track-mounted Limited Access Drill Rig 116.0 ft 69.0 ft
Size and Type of Bit 4" Casing with ODEX System Number of Samples Disturbed 28 Undisturbed 0 Core 0
Casing Diameter (in)4.00 Casing Depth (ft)
N/A Water Level (ft.)First 52.5 Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A 140 30
Sampler 2in OD Split Spoon, 2.5 OD Modified California Liners John Ries
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Quy Nguyen
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6294.0
Sample Description
Reddish gray Silty CLAY (moist)[CL][Qms]
Light gray Silty CLAY (moist)[CL][Qms]
Reddish gray Silty CLAY, trace calcite (moist)[CL][Qms]
Reddish brown Silty CLAY, trace calcite (moist)[CL][Qms]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
MC
SS
SS
SS
Re
c
o
v.
(in
)
14
20
20
23
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
15
19
6
9
8
11
6
9
26
28
12
15
16
20
14
17
N-Value
(Blows/ft)
45
21
27
23
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1092 Sheet 2 of 7
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6310.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6274.0
+6256.0
Sample Description
Dark brown Silty CLAY, trace calcite (moist)[CL][Qms]
Reddish gray Silty CLAY, trace fine to coarse subangular
gravel, trace calcite (moist)[CL][Qms]
Brownish gray Silty CLAY, trace calcite (moist)[CL][Qms]
Gray CLAY, some fine sand, trace calcite (moist)[CH]
[RESIDUAL SOIL]
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
S-15
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
21
13
21
19
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
7
7
5
6
8
11
5
7
10
15
10
10
22
21
14
17
N-Value
(Blows/ft)
17
16
33
21
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1092 Sheet 3 of 7
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6310.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6254.0
+6241.0
Sample Description
Brown Silty CLAY (moist)[CL][RESIDUAL SOIL]
Brown Silty CLAY (moist)[CL][RESIDUAL SOIL]
Brown CLAYSTONE (moist)[BEDROCK][Tn]
Light gray SILTSTONE (moist)[BEDROCK][Tn]
Depth
Scale
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Sample Data
Nu
m
b
e
r
S-16
S-17
S-18
S-19
Typ
e
MC
SS
SS
SS
Re
c
o
v.
(in
)
23
19
19
19
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
15
27
25
36
15
19
6
8
40
50/5"
34
34
31
35
14
16
N-Value
(Blows/ft)
67
70
50
22
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1092 Sheet 4 of 7
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6310.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6234.0
Sample Description
Gray SILTSTONE (moist)[BEDROCK][Tn]
Light gray SILTSTONE (moist)[BEDROCK][Tn]
Brown Silty CLAYSTONE (moist)[BEDROCK][Tn]
Brown CLAY, some fine sand (moist)[BEDROCK][Tn]
Gray SILTSTONE (moist)[BEDROCK][Tn]
Depth
Scale
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
Sample Data
Nu
m
b
e
r
S-20
S-21
S-22
S-23
S-24
Typ
e
SS
SS
SS
MC
SS
Re
c
o
v.
(in
)
19
19
19
18
19
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
7
11
9
13
7
8
9
15
13
24
17
25
18
23
13
17
24
25
21
17
N-Value
(Blows/ft)
28
31
21
39
45
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop Drilling: 91 ft, 4:35 PM ; Start drilling
for the day: 91 ft, 7:29 AM
Log of Boring LB-1092 Sheet 5 of 7
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6310.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6214.0
Sample Description
Gray SILTSTONE (moist)[BEDROCK][Tn]
Gray SILTSTONE (moist)[BEDROCK][Tn]
Dark brown CLAYSTONE (moist)[BEDROCK][Tn]
Brown to gray CLAYSTONE (moist)[BEDROCK][Tn]
Depth
Scale
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
Sample Data
Nu
m
b
e
r
S-25
S-26
S-27
S-28
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
16
17
21
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
7
13
6
7
6
8
8
13
17
17
11
16
13
18
27
31
N-Value
(Blows/ft)
30
18
21
40
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1092 Sheet 6 of 7
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6310.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6194.0
+6194.0
Sample Description
End of Boring at 116.0ft.
Depth
Scale
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
Sample Data
Nu
m
b
e
r
Typ
e
Re
c
o
v.
(in
)
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
N-Value
(Blows/ft)
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop drilling for the day: 116 ft, 10:31 AM
Log of Boring LB-1092 Sheet 7 of 7
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6310.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6355.0
+6353.0
+6351.0
+6347.0
+6345.0
+6341.0
Sample Description
Black Sandy CLAY, trace roots (moist)[TOPSOIL]
Brownish gray Sandy SILT (moist)[ML][Qms]
Light brown Sandy CLAY, trace calcite (moist)[CL][Qms]
Brown Sandy CLAY, trace subangular gravel, trace calcite
(moist)[CL][Qms]
Brown CLAY, some fine sand, some coarse subangular gravel
(moist)[CH][Qms]
Tan to brown CLAY, some fine sand, some fine to coarse subangular gravel (moist)[CL][Qms]
Reddish gray Sandy SILT, trace fine to coarse subangular
gravel (moist)[ML][Qms]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
7
7
12
2
19
10
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3
3
6
10
6
8
6
13
13
8
8
9
12
9
4
7
10
12
9
10
30
35
12
30
14
24
19
15
N-Value
(Blows/ft)
7
20
17
43
20
23
28
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 9:30 AM
Log of Boring LB-1093 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6355.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 10/4/2024 10/4/2024
Drilling Equipment Completion Depth Rock Depth
CME55 Track-mounted Limited Access Drill Rig 51.0 ft 44.0 ft
Size and Type of Bit 4" Casing with ODEX System Number of Samples Disturbed 14 Undisturbed 0 Core 0
Casing Diameter (in)4.00 Casing Depth (ft)
N/A Water Level (ft.)First N/A Completion N/A 24 HR.N/A
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon, 2.5 OD Modified California Liners John Ries
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Quy Nguyen
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6339.0
+6336.0
+6326.0
+6321.0
Sample Description
Tannish gray Sandy CLAY, fine to coarse subangular gravel
(moist)[CL][Qms]
Red to brown CLAY, some fine subangular gravel, some gray
silt pockets , trace calcite (moist)[CL][Qms]
No Recovery
Red CLAY (moist)[CH][Residual Soil]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
13
13
0
17
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
16
14
6
8
5
9
10
19
15
12
11
9
10
15
31
41
N-Value
(Blows/ft)
29
19
19
50
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Log of Boring LB-1093 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6355.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6319.0
+6311.0
+6304.0
Sample Description
Dark brown CLAY (moist)[CH][Residual Soil]
White to light gray SILTSTONE (moist)[BEDROCK][Tn]
White to light gray SILTSTONE, trace fine sand (moist)[BEDROCK][Tn]
End of Boring at 51.0ft.
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
Typ
e
SS
SS
SS
Re
c
o
v.
(in
)
21
23
24
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
9
19
10
21
8
19
26
30
32
41
28
49
N-Value
(Blows/ft)
45
53
47
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop Drilling: 51 ft, 3:09 PM ; Bottom of
Boring Encountered at 51 ft: 51 ft, 3:09
PM
Log of Boring LB-1093 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6355.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+6690.0
+6688.0
+6686.0
+6680.0
+6676.0
Sample Description
Brown to light reddish brown SILT, some fine to coarse
subrounded to subangular gravel trace root (moist)[TOPSOIL]
Brown SILT, some clay, trace fine to medium sand, some fine
to coarse subrounded to subangular gravel (moist)[ML][Qao]
Reddish brown CLAY, some fine to medium sand, some fine to coarse subangular gravel (moist)[CL][Qao]
Reddish brown CLAY, some fine to coarse subronded to
subangular gravel, trace fine sand (moist)[CL][Qao]
Reddish brown CLAY, some fine to coarse subangular gravel,
trace fine sand (moist)[CL][Qao]
Reddish brown Clayey fine to coarse subangular GRAVEL, some sand (moist)[GC][Qao]
Orangish tan CLAY, some silt, trace fine to medium sand, trace
fine gravel (moist)[CH][Qao]
DepthScale
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Sample Data
Nu
m
b
e
r
S-1
S-2
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
MC
SS
SS
SS
Re
c
o
v.
(in
)
13
10
11
18
5
15
21
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
6
20
19
7
9
12
15
9
10
7
14
4
8
14
15
21
21
12
8
24
22
16
16
18
24
14
16
N-Value
(Blows/ft)
20
40
21
39
26
32
22
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 8:16 AM
Log of Boring LB-1094 Sheet 1 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6690.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 9/27/2024 10/8/2024
Drilling Equipment Completion Depth Rock Depth
CME 55 Track-mounted Limited Access Drill Rig 89.2 ft 74.0 ft
Size and Type of Bit 4" Casing with ODEX System Number of Samples Disturbed 22 Undisturbed 0 Core 0
Casing Diameter (in)4.00 Casing Depth (ft)
69.0 Water Level (ft.)First 64.0 Completion N/A 24 HR.36.0
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon, 2.5 OD Modified California Liners John Ries
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Li Fen Stall Ray
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6674.0
+6671.0
+6666.0
+6661.0
+6656.0
Sample Description
Reddish brown Clayey fine to coarse SAND, some fine gravel
(moist)[SP-SC][Qao]
Reddish brown Clayey fine to coarse subangular to
subrounded GRAVEL, some fine to coarse sand, trace silt
(moist)[GP][Qao]
Reddish brown Clayey fine to coarse SAND, some fine to coarse subangular to subrounded gravel, trace silt (moist)[SP-SC][Qao]
Gray fine subrounded to subangular GRAVEL, some silt, rock
fragments (moist)[GP][Qao]
Depth
Scale
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Sample Data
Nu
m
b
e
r
S-8
S-9
S-10
S-11
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
9
14
15
5
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2050/3"
8
33
2
27
50/5"
50/5"
50/3"
N-Value
(Blows/ft)
50/3"
50/5"
50/3"
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
hard drilling 19-24ft , cobbles, Boulder 19-21ft
hard drilling 24-29ft, cobbles. boulder
27-29
hard drilling 31-34ft, cobbles
hard drilling 34-39ft, cobbles
Log of Boring LB-1094 Sheet 2 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6690.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6654.0
+6646.0
+6641.0
+6636.0
Sample Description
Gray fine subrounded to subangular GRAVEL, some fine to
coarse sand, some red clay, trace silty rock fragments (moist)
[GP][Qao]
No Recovery
Mottled brown to reddish brown Sandy SILT, fine to coarse sand, some fine subrounded gravel, trace clay (dry)[ML][Qao]
Gray Silty fine subrounded to subangular GRAVEL, trace fine
sand (dry)[GP][Qao]
Depth
Scale
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
Sample Data
Nu
m
b
e
r
S-12
S-13
S-14
S-15
Typ
e
SS
SS

.
SS
SS
Re
c
o
v.
(in
)
11
0
6
6
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2850/5"
50/0"
14
26
1150/3"
50/4"
N-Value
(Blows/ft)
50/5"
50/0"
50/4"
50/3"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start drilling for the day: 39.92 ft, 8:34 AM
Encountered boulder. Rig chattering
Stop drilling for the day: 42 ft, 4:37 PM
Encountered boulder
Difficult drilling
Encountered boulder
Stop drilling for the day: 50.33 ft, 1:43
PM ; Start Drilling: 50.33 ft, 8:26 AM ;
Drive casing to 54ft
Encountered boulder. Rig chattering
Rig Chattering, possible cobbles to 59ft
Log of Boring LB-1094 Sheet 3 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6690.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6634.0
+6631.0
+6626.0
+6621.0
+6616.0
Sample Description
Gray Gravelly fine to medium SAND, fine to coarse
subrounded to subangular gravel, some silt, trace clay (moist)
[SP][Qao]
Grayish brown to gray fine to coarse subrounded to
subangular GRAVEL, some coarse sand, some silt (wet)[GP]
[Qao]
Red CLAY, trace fine sand, trace fine to coarse subangular gravel (moist)[CH][RESIDUAL SOIL]
Red CLAYSTONE, trace fine sand, lightly cemented (moist)
[BEDROCK][Tw]
Depth
Scale
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Sample Data
Nu
m
b
e
r
S-16
S-17
S-18
S-19
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
17
8
10
6
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
13
17
50
50
1050/5"
50/3"
35
19
N-Value
(Blows/ft)
52
50
50/5"
50/3"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Drive casing to 64 ft.
Introduced Drilling Fluid.
Drive casing to 69 ft. ; Stop Drilling: 65 ft,
4:45 PM ; Start drilling for the day: 65 ft,
8:29 AM ; switch to tricone bit at 65ft.
Stop drilling for the day: 69 ft, 4:45PM; Start Drilling: 69 ft, 8:16 AM ; switch back to casing, redrilled and cased to 69ft
Log of Boring LB-1094 Sheet 4 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6690.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+6614.0
+6600.8
Sample Description
Dark brownish red CLAYSTONE, trace fine sand, cemented
(moist)[BEDROCK][Tw]
Brownish red CLAYSTONE, trace fine sand, lightly cemented
(moist)[BEDROCK][Tw]
Brownish red CLAYSTONE, trace fine sand, lightly cemented (moist)[BEDROCK][Tw]End of Boring at 89.2ft.
Depth
Scale
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
Sample Data
Nu
m
b
e
r
S-20
S-21
S-22
Typ
e
SS

.
SS

.
SS

.
Re
c
o
v.
(in
)
1
2
1
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
50/1"
50/2"
50/2"
N-Value
(Blows/ft)
50/1"
50/2"
50/2"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Rig Chattering
Stop Drilling: 89.17 ft, 1:36 PM
Log of Boring LB-1094 Sheet 5 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 6690.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/18/2024
10 20 30 40
Dark brown to black clayed SILT, trace fine-coarse sand, trace subangular to subrounded
fine gravel, some roots, loose (moist)[MH][Qao?]
Light brown silty SAND, trace clay, trace organics, some fine to coarse subrounded gravel,
trace fine to coarse cobble, occasional boulders, medium dense (moist)[SM][Qao?]
Light brown to brown sandy CLAY, some silt, some fine to coarse gravel, some fine to
coarse cobble, occasional boulder (moist)[CL][Qao?]
1
2
1
3
Filename: C:\Users\KLIU\Desktop\Projects\PP3C\Test pits PP3C-1.DWG Date: 4/1/2024 Time: 17:37 User: kliu Style Table: Langan.stb Layout: TP-PP3C-1
© 2
0
2
4

L
a
n
g
a
n
300 Union Blvd, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.com
Langan Engineering and Environmental Services, LLC
Collectively known as Langan
Langan Engineering, Environmental, andLandscape Architecture, D.P.C.
Langan International LLC
LANGAN
MORGEN COUNTY UTAH
0
Approximate scale in feet
5
3
2
N50°E
Dark brown to black clayey SILT, trace fine to coarse sand, trace subangular to subrounded
fine gravel, some roots (moist)[MH][Qao]
Light brown silty SAND, trace clay, trace organics, some fine to coarse subrounded gravel,occasional cobbles and boulders (moist)[SM][Qao]
Light brown to brown sandy CLAY, some silt, some fine to coarse gravel, occasional
cobbles and boulders (moist)[CL][Qao]
C-15/17/2024WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES
Dark brown to black silty CLAY, trace fine sand, some organics, medium stiff (moist)[CH][Qms]
Reddish brown silty CLAY, trace fine sand, very stiff (moist)[CH][Qms]
Grayish brown clayed SILT, trace fine sand, very hard (moist)[CL][RESIDUAL SOIL]
1
2
1
3
Filename: C:\Users\KLIU\Desktop\Projects\PP3C\Test pits PP3C-1.DWG Date: 4/1/2024 Time: 17:37 User: kliu Style Table: Langan.stb Layout: TP-PP3C-2
© 2
0
2
4

L
a
n
g
a
n
300 Union Blvd, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.com
Langan Engineering and Environmental Services, LLC
Collectively known as Langan
Langan Engineering, Environmental, andLandscape Architecture, D.P.C.
Langan International LLC
LANGAN
MORGEN COUNTY UTAH
0
Approximate scale in feet
5
3
2
N140°E
Dark brown to black silty CLAY, trace fine sand, some organics (moist)[CH][Qao]
Reddish brown silty CLAY, trace fine sand (moist)[CH][Qao]
Grayish brown clayey SILT, trace fine sand (moist)[CL][Qao]
C-25/17/2024WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES
WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES
C-3
WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES
Dark brown CLAY, some gravel, cobbles, abundant roots and rootlets
(moist)[CH][TOPSOIL]
Reddish brown CLAY, some gravel and cobbles, trace roots
(moist)[CH][Qms]
Reddish brown mottled gray SILT and CLAY, some gravel and cobbles
(moist)[ML-CL][Qms] gravel content increases with depth
Brownish gray CLAY, some gravel and cobbles, trace fine to medium sand
(moist)[CL][Qms]0 5
C-4
WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES
C-5
Dark brown CLAY, occasional rootlets (moist)[CH][TOPSOIL]
LLC
Brown to tan CLAY, some fine sand, some oxidation, occasional cobbles (moist)[CH][RESIDUAL SOIL]
Mottled brownish gray CLAY, trace roots, trace calcareous mineralization (moist)[CL][RESIDUAL SOIL]
Gray SILT and CLAY, some fine sand, trace calcareous mineralization (moist)[ML-CL][RESIDUAL SOIL]
C-35/17/2024WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES
C-6
LLC
Dark brown sandy CLAY, some roots, some cobbles and boulders up to 18 inches in diameter
(moist)[CL][TOPSOIL]
Brown to reddish brown sandy CLAY, some gravel, gravel content increases with depth
(moist)[CL][Qms]
Red CLAY, some gravel and cobbles, some oxidation, chaotic, sheared, occasional bedrock blocks
(moist)[CL][RESIDUAL SOIL]
Gray SILT and CLAY, some calcareous mineralization, weathered [ML-CL][RESIDUAL SOIL]
C-45/17/2024WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES
C-7
LLC
Dark brown CLAY, some silt, some gravel and cobbles, abundant roots(moist)[CL][TOPSOIL]
Reddish brown CLAY, some gravel, some cobbles, trace roots (moist)[CL][RESIDUAL SOIL]
Reddish brown SILT, some calcareous mineralization, trace gravel and cobbles, weathered
(moist)[CL][RESIDUAL SOIL]
Grayish brown SILT, some calcareous mineralization, trace gravel and cobbles, weathered
(moist)[ML][RESIDUAL SOIL]
C-55/17/2024WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES
C-8
Date: 04/12/2024 Time: 17:14 User: tgreene Style Table: Langan.stb Layout: TP-SE-8
© 2
0
2
4

L
a
n
g
a
n
300 Union Boulevard, Suite 405
Lakewood, Colorado 80228
www.langan.com
Langan Engineering and Environmental Services, LLC
Collectively known as Langan
Langan Engineering, Environmental, and
Landscape Architecture, D.P.C.
Langan International LLC
LANGAN
Peterson
MORGAN COUNTY UTAH
0
Approximate scale in feet
5
Dark brown to black Silty CLAY, some organics, trace sand, medium plasticity, firm
(moist)[CL][TOPSOIL]
Light tan CLAY, trace fine to medium gravel (dry)[CH][Qms]
Light tan CLAY, trace fine gravel (dry)[CH][Qms]
1
1
2
2
3
3
Dark brown to black silty CLAY, some organics, trace sand, low to medium plasticity
(moist)[CL][TOPSOIL]
Light tan CLAY, trace fine to coarse gravel (dry)[CH][Qms]
Light tan CLAY, trace fine gravel (dry)[CH][Qms]
C-75/17/2024WASATCH PEAKS
RANCH - PLAT 3C
WATER UTILITIES C-9

APPENDIX D
Inclinometer Plot

300 Union Boulevard, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.co
Langan Engineering andEnvironmental Services, Inc.
Figure Title
MORGAN COUNTY UTAH
Project No.170529901
Date
Drawn By
Checked By
Project Figure
WASATCH PEAKS
RANCH - PP3C
LB-471/LI-54
LOCATION MAP D-15/17/2024
AG
A+ = East
B+ = South
Note: This geologic map is from the published data by Coogan and King (2016). Please see Figure 6 for the latest geologic map based on subsurface data obtained by Langan.
WPR LB-471/LI-54 B
5/21/2022 6/27/2022 8/10/2022
6/28/2023 12/15/2023 4/29/2024
De
p
t
h

i
n

F
e
e
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
Tilt Change in Inches
-1 -0.5 0 0.5 1
WPR LB-471/LI-54 B
5/21/2022 6/27/2022 8/10/2022
6/28/2023 12/15/2023 4/29/2024
De
p
t
h

i
n

F
e
e
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
Profile Change in Inches
-1 -0.5 0 0.5 1
WPR LB-471/LI-54 A
5/21/2022 6/27/2022 8/10/2022
6/28/2023 12/15/2023 4/29/2024
De
p
t
h

i
n

F
e
e
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
Tilt Change in Inches
-1 -0.5 0 0.5 1
WPR LB-471/LI-54 A
5/21/2022 6/27/2022 8/10/2022
6/28/2023 12/15/2023 4/29/2024
De
p
t
h

i
n

F
e
e
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
Profile Change in Inches
-1 -0.5 0 0.5 1
Date
Drawn By
Checked By
Figure Title
WASATCH PEAKS
RANCH - PP3C
LB-471/LI-54
INCLINOMETER
PLOT
D-2
Notes (if any)
Top of rock
Project No.170529901 FigureProject
MORGAN COUNTY UTAH
300 Union Boulevard, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.co
Langan Engineering andEnvironmental Services, Inc.5/17/2024
AG

APPENDIX E
Laboratory Testing Data

Water Content and Unit Weight of Soil
(In General Accordance with ASTM D7263 Method B and D2216)© IGES 2006, 2022
Project:
No:
Location:
Date:
By:
Boring No.LB-782 LB-804 LB-804 LB-839 LB-471
Sample S-7 S-12 S-18 S-13 S-9
Depth 15' 40' 70' 45' 22'
Split Yes Yes Yes Yes
Split sieve No.10 No.10 No.10 No.10
Total sample (g)92.85 237.33 618.84 743.04
Moist coarse fraction (g)2.99 95.83 24.54 11.97
Moist split fraction (g) 89.86 141.50 594.30 731.07
Sample height, H (in)
Sample diameter, D (in)
Mass rings + wet soil (g)
Mass rings/tare (g)
Moist unit wt., m (pcf)
Wet soil + tare (g)16.20 132.27 155.38 136.51
Dry soil + tare (g)16.02 132.14 154.47 135.71
Tare (g)12.61 127.91 128.58 123.35
Water content (%) 5.3 3.1 3.5 6.5
Wet soil + tare (g)12.12 10.97 223.32 210.19
Dry soil + tare (g)11.22 10.28 205.32 198.10
Tare (g)7.44 7.03 128.31 128.47
Water content (%) 23.8 21.2 23.4 17.4
23.1 13.2 22.4 17.2
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\052_PP3A_and_B\[MDv2.xlsx]5
Pe
n
d
i
n
g

d
e
l
i
v
e
r
y
Sa
m
p
l
e

I
n
f
o
.
Co
m
m
e
n
t
s
:
Langan
M03255-052 (170529901)
PP3A and B
11/11/2022
BRR/BSS
Co
a
r
s
e

Fr
a
c
t
i
o
n
Sp
l
i
t

Fr
a
c
t
i
o
n
Water Content, w (%)
Dry Unit Wt., d (pcf)
Water Content and Unit Weight of Soil
(In General Accordance with ASTM D7263 Method B and D2216)© IGES 2006, 2022
Project:
No:
Location:
Date:
By:
Boring No.LB-248 LB-452 LB-470 LB-473 LB-580 LB-614 LB-616 LB-618
Sample S-8 S-16 S-17 S-8 S-14 S-11 S-16 S-18
Depth 20' 55' 65' 20' 50' 35' 55' 70'
Split Yes Yes Yes No Yes Yes Yes Yes
Split sieve No.4 3/8" No.4 No.4 No.4 No.4 No.4
Total sample (g)426.33 806.24 953.70 548.33 538.74 672.57 511.57
Moist coarse fraction (g)160.96 1.61 138.44 15.79 2.26 18.38 63.45
Moist split fraction (g) 265.37 804.63 815.26 532.54 536.48 654.19 448.12
Sample height, H (in)
Sample diameter, D (in)
Mass rings + wet soil (g)
Mass rings/tare (g)
Moist unit wt., m (pcf)
Wet soil + tare (g)377.33 25.25 293.64 55.41 39.48 143.82 289.74
Dry soil + tare (g)375.11 25.25 288.30 54.18 39.44 142.40 289.07
Tare (g)211.33 23.64 127.88 37.25 37.22 122.03 226.25
Water content (%) 1.4 0.0 3.3 7.3 1.8 7.0 1.1
Wet soil + tare (g)250.92 329.94 291.97 239.93 232.89 248.56 363.60 230.76
Dry soil + tare (g)239.70 283.69 275.44 208.35 204.55 220.60 316.69 211.57
Tare (g)150.73 122.18 127.29 120.09 124.03 124.28 160.82 128.09
Water content (%) 12.6 28.6 11.2 35.8 35.2 29.0 30.1 23.0
8.1 28.6 9.9 35.8 34.2 28.9 29.3 19.8
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[MDv2.xlsx]1
Water Content, w (%)
Co
a
r
s
e

Fr
a
c
t
i
o
n
Sp
l
i
t

Fr
a
c
t
i
o
n
Dry Unit Wt., d (pcf)
Sa
m
p
l
e

I
n
f
o
.
BFS/RT/BSS/BRR
Langan
M03255-036 (170529901)
WPR
3/8/2022
Water Content and Unit Weight of Soil
(In General Accordance with ASTM D7263 Method B and D2216)© IGES 2006, 2022
Project:
No:
Location:
Date:
By:
Boring No.LB-619 LB-619 LB-622 LB-624 LB-662 LB-662 LB-663 LB-664
Sample S-3 S-14 S-13A S-14 S-4 S-7 S-4 S-9
Depth 4' 50' 40' 44' 6' 15' 6' 24'
Split Yes Yes No No No No No No
Split sieve No.4 No.4
Total sample (g)645.63 587.63
Moist coarse fraction (g)124.24 272.58
Moist split fraction (g) 521.39 315.05
Sample height, H (in)
Sample diameter, D (in)
Mass rings + wet soil (g)
Mass rings/tare (g)
Moist unit wt., m (pcf)
Wet soil + tare (g)264.74 176.17
Dry soil + tare (g)260.88 175.31
Tare (g)127.01 119.90
Water content (%) 2.9 1.6
Wet soil + tare (g)257.42 253.44 13.23 22.73 32.87 304.85 370.81 237.83
Dry soil + tare (g)237.61 233.70 11.52 18.89 30.08 259.50 315.67 214.07
Tare (g)126.73 140.46 7.03 7.06 23.30 123.56 123.55 123.06
Water content (%) 17.9 21.2 38.1 32.5 41.2 33.4 28.7 26.1
14.7 11.2 38.1 32.5 41.2 33.4 28.7 26.1
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[MDv2.xlsx]2
Sa
m
p
l
e

I
n
f
o
.
Langan
M03255-036 (170529901)
WPR
3/7/2022
JAB/RT/BRR/EH
Co
a
r
s
e

Fr
a
c
t
i
o
n
Sp
l
i
t

Fr
a
c
t
i
o
n
Water Content, w (%)
Dry Unit Wt., d (pcf)
Water Content and Unit Weight of Soil
(In General Accordance with ASTM D7263 Method B and D2216)© IGES 2006, 2023
Project:
No:
Location:
Date:
By:
Boring No.LB-782 LB-782 LB-783 LB-841 LB-899 LB-1042 LB-1043 LB-1056
Sample 3 7244537
Depth 4' 15' 6' 6' 6' 8' 4' 14'
Split No Yes No No Yes Yes No No
Split sieve No.10 No.10 3/8"
Total sample (g)233.89 303.80 723.54
Moist coarse fraction (g)59.78 94.53 5.83
Moist split fraction (g) 174.11 209.27 717.71
Sample height, H (in)4.142 5.999 5.983 5.868
Sample diameter, D (in)2.423 2.877 2.382 2.402
Mass rings + wet soil (g)726.14 1324.59 1096.50 829.33
Mass rings/tare (g)204.96 0.00 238.32 0.00
Moist unit wt., m (pcf)104.0 129.4 122.6 118.8
Wet soil + tare (g)28.72 31.87 28.37
Dry soil + tare (g)28.66 31.72 28.28
Tare (g)23.68 23.39 22.45
Water content (%) 1.2 1.8 1.5
Wet soil + tare (g)28.40 42.52 388.16 227.77 43.40 333.63 327.96 256.18
Dry soil + tare (g)27.40 40.40 356.45 212.85 41.56 290.42 285.33 232.90
Tare (g)23.31 23.58 178.56 123.73 23.73 128.57 127.01 127.72
Water content (%) 24.4 12.6 17.8 16.7 10.3 26.7 26.9 22.1
24.4 9.5 17.8 16.7 7.5 26.4 26.9 22.1
83.5 109.8 97.0 93.6
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[MDv2.xlsx]1
Un
i
t

W
e
i
g
h
t

Da
t
a
Water Content, w (%)
Co
a
r
s
e

Fr
a
c
t
i
o
n
Sp
l
i
t

Fr
a
c
t
i
o
n
Dry Unit Wt., d (pcf)
Sa
m
p
l
e

I
n
f
o
.
CJ/RH/BRR
Langan
M03255-086 (170529901)
PP3C Full Suite
12/11/2023
Water Content and Unit Weight of Soil
(In General Accordance with ASTM D7263 Method B and D2216)© IGES 2006, 2023
Project:
No:
Location:
Date:
By:
Boring No.LB-1057 LB-1057 LB-1058 LB-1058 LB-1060 LB-1075
Sample 5123734
Depth 8' 39' 4' 14' 4' 6'
Split No No No No Yes No
Split sieve 3/8"
Total sample (g)681.86
Moist coarse fraction (g)9.92
Moist split fraction (g) 671.94
Sample height, H (in)5.775 5.646 5.989 5.720
Sample diameter, D (in)2.388 2.386 2.421 2.384
Mass rings + wet soil (g)968.29 1093.07 1063.83 738.33
Mass rings/tare (g)232.15 231.62 206.11 233.70
Moist unit wt., m (pcf)108.4 130.0 118.5 75.3
Wet soil + tare (g)32.80
Dry soil + tare (g)32.46
Tare (g)22.39
Water content (%) 3.4
Wet soil + tare (g)332.64 253.09 8.72 235.02 324.52 224.90
Dry soil + tare (g)278.39 227.82 8.37 215.22 276.88 210.85
Tare (g)122.63 141.35 7.05 124.35 124.36 123.35
Water content (%) 34.8 29.2 26.5 21.8 31.2 16.1
34.8 29.2 26.5 21.8 30.7 16.1
80.4 106.7 90.7 64.9
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[MDv2.xlsx]2
Sa
m
p
l
e

I
n
f
o
.
Langan
M03255-086 (170529901)
PP3C Full Suite
12/12/2023
CJ/RH/BRR
Un
i
t

W
e
i
g
h
t

Da
t
a
Co
a
r
s
e

Fr
a
c
t
i
o
n
Sp
l
i
t

Fr
a
c
t
i
o
n
Water Content, w (%)
Dry Unit Wt., d (pcf)
Water Content and Unit Weight of Soil
(In General Accordance with ASTM D7263 Method B and D2216)© IGES 2006, 2024
Project:
No:
Location:
Date:
By:
Boring No.LB‐1094 LB‐1094 LB‐1094 LB‐1094 LB‐1094 LB‐1094 LB‐1094
Sample S‐2S‐4S‐6S‐8S‐10 S‐11 S‐12
Depth 2' 6' 10' 20' 30' 34' 39'
Split Yes No Yes Yes Yes Yes Yes
Split sieve No.10 No.10 No.4 3/8" No.10 No.10
Total sample (g)299.39 663.84 392.67 599.28 148.40 564.67
Moist coarse fraction (g)120.72 315.18 105.70 77.29 122.53 348.15
Moist split fraction (g) 178.67 348.66 286.97 521.99 25.87 216.52
Sample height, H  (in)5.705
Sample diameter, D  (in)2.405
Mass rings + wet soil (g)894.30
Mass rings/tare (g)0.00
Total unit wt.,  (pcf)131.5
Wet soil + tare (g)159.14 443.09 227.58 270.87 240.02 475.00
Dry soil + tare (g)157.93 439.26 227.21 269.87 239.74 473.66
Tare (g)38.42 127.92 121.88 193.58 117.47 126.83
Water content (%) 1.0 1.2 0.4 1.3 0.2 0.4
Wet soil + tare (g)64.22 269.11 33.54 274.79 385.83 245.60 227.59
Dry soil + tare (g)63.55 254.33 32.96 269.96 364.80 245.49 226.63
Tare (g)37.82 127.35 23.63 128.10 127.33 219.85 123.37
Water content (%) 2.6 11.6 6.2 3.4 8.9 0.4 0.9
2.0 11.6 3.8 2.6 7.8 0.3 0.6
117.8
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[MDv2.xlsx]1
Sa
m
p
l
e
 In
f
o
.
Langan
M03255‐100 (170529901)
Tank 5 Testing
12/6/2024
JG
Un
i
t
 We
i
g
h
t

Da
t
a
Co
a
r
s
e

Fr
a
c
t
i
o
n
Sp
l
i
t

Fr
a
c
t
i
o
n
Water content,  (%)
Dry unit weight, d (pcf)
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2022
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)14.40 14.04
Dry Soil + Tare (g)13.16 12.88
Water Loss (g)1.24 1.16
Tare (g)7.05 7.11
Dry Soil (g)6.11 5.77
Water Content, w (%)20.29 20.10
Liquid Limit
Determination No 1 2 3
Number of Drops, N 33 24 15
Wet Soil + Tare (g)14.50 14.79 14.56
Dry Soil + Tare (g)12.58 12.76 12.48
Water Loss (g)1.92 2.03 2.08
Tare (g)7.81 7.74 7.48
Dry Soil (g)4.77 5.02 5.00
Water Content, w (%)40.25 40.44 41.60
One-Point LL (%) 40
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\052_PP3A_and_B\[ALv2.xlsm]37
Langan LB-471
M03255-052 (170529901) S-9
PP3A and B 22'
11/14/2022 Reddish brown lean clay
BRR
Multipoint
Hand
41
20
21
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 41
40
40.2
40.4
40.6
40.8
41
41.2
41.4
41.6
41.8
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2022
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.70 14.00
Dry Soil + Tare (g)12.46 12.70
Water Loss (g)1.24 1.30
Tare (g)7.08 7.05
Dry Soil (g)5.38 5.65
Water Content, w (%)23.05 23.01
Liquid Limit
Determination No 1 2 3
Number of Drops, N 31 24 18
Wet Soil + Tare (g)15.32 13.17 15.09
Dry Soil + Tare (g)12.67 11.18 12.49
Water Loss (g)2.65 1.99 2.60
Tare (g)7.03 7.09 7.41
Dry Soil (g)5.64 4.09 5.08
Water Content, w (%)46.99 48.66 51.18
One-Point LL (%) 48
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[ALv2.xlsm]4
3/4/2022 Dark brown lean clay
BRR
Multipoint
Hand
49
23
26
Langan LB-473
M03255-036 (170529901) S-8
WPR 20'
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 49
46.5
47
47.5
48
48.5
49
49.5
50
50.5
51
51.5
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2022
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)14.32 14.57
Dry Soil + Tare (g)13.24 13.45
Water Loss (g)1.08 1.12
Tare (g)7.64 7.49
Dry Soil (g)5.60 5.96
Water Content, w (%)19.29 18.79
Liquid Limit
Determination No 1 2 3
Number of Drops, N 33 23 16
Wet Soil + Tare (g)11.87 12.36 11.88
Dry Soil + Tare (g)10.32 10.48 10.12
Water Loss (g)1.55 1.88 1.76
Tare (g)7.37 7.04 7.03
Dry Soil (g)2.95 3.44 3.09
Water Content, w (%)52.54 54.65 56.96
One-Point LL (%) 54
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[ALv2.xlsm]11
3/4/2022 Brown fat clay
BRR
Multipoint
Hand
54
19
35
Langan LB-622
M03255-036 (170529901) S-13A
WPR 40'
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 54
52
52.5
53
53.5
54
54.5
55
55.5
56
56.5
57
57.5
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2022
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.16 13.09
Dry Soil + Tare (g)12.22 12.16
Water Loss (g)0.94 0.93
Tare (g)7.08 7.06
Dry Soil (g)5.14 5.10
Water Content, w (%)18.29 18.24
Liquid Limit
Determination No 1 2 3
Number of Drops, N 34 25 18
Wet Soil + Tare (g)9.55 10.89 10.13
Dry Soil + Tare (g)8.78 9.69 9.13
Water Loss (g)0.77 1.20 1.00
Tare (g)7.05 7.13 7.06
Dry Soil (g)1.73 2.56 2.07
Water Content, w (%)44.51 46.88 48.31
One-Point LL (%) 47
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[ALv2.xlsm]12
2/28/2022 Brown lean clay
BRR
Multipoint
Hand
47
18
29
Langan LB-624
M03255-036 (170529901) S-14
WPR 44'
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 47
44
44.5
45
45.5
46
46.5
47
47.5
48
48.5
49
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.59 14.97
Dry Soil + Tare (g)12.42 13.56
Water Loss (g)1.17 1.41
Tare (g)7.41 7.53
Dry Soil (g)5.01 6.03
Water Content, w (%)23.35 23.38
Liquid Limit
Determination No 1 2 3
Number of Drops, N 29 21 17
Wet Soil + Tare (g)13.14 13.05 12.47
Dry Soil + Tare (g)11.04 10.93 10.54
Water Loss (g)2.10 2.12 1.93
Tare (g)7.41 7.40 7.40
Dry Soil (g)3.63 3.53 3.14
Water Content, w (%)57.85 60.06 61.46
One-Point LL (%) 59 59
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]1
BRR
Langan
M03255-086 (170529901)
PP3C Full Suite
12/4/2023
LB-782
3
4'
Dark brown fat clay
Multipoint
36
59
23
Hand
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 59
57.5
58
58.5
59
59.5
60
60.5
61
61.5
62
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)14.11 13.89
Dry Soil + Tare (g)12.98 12.83
Water Loss (g)1.13 1.06
Tare (g)7.06 7.04
Dry Soil (g)5.92 5.79
Water Content, w (%)19.09 18.31
Liquid Limit
Determination No 1 2 3
Number of Drops, N 33 24 16
Wet Soil + Tare (g)13.23 13.38 13.41
Dry Soil + Tare (g)10.97 10.89 10.80
Water Loss (g)2.26 2.49 2.61
Tare (g)7.41 7.07 7.07
Dry Soil (g)3.56 3.82 3.73
Water Content, w (%)63.48 65.18 69.97
One-Point LL (%) 65
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]2
Langan LB-782
M03255-086 (170529901) 7
PP3C Full Suite 15'
12/5/2023 Reddish brown fat clay
BRR
Multipoint
Hand
66
19
47
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 66
62
63
64
65
66
67
68
69
70
71
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.50 13.27
Dry Soil + Tare (g)12.65 12.38
Water Loss (g)0.85 0.89
Tare (g)7.47 7.00
Dry Soil (g)5.18 5.38
Water Content, w (%)16.41 16.54
Liquid Limit
Determination No 1 2 3
Number of Drops, N 33 26 17
Wet Soil + Tare (g)12.68 12.74 12.48
Dry Soil + Tare (g)10.97 10.97 10.78
Water Loss (g)1.71 1.77 1.70
Tare (g)7.03 7.07 7.17
Dry Soil (g)3.94 3.90 3.61
Water Content, w (%)43.40 45.38 47.09
One-Point LL (%) 46
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]3
Langan LB-783
M03255-086 (170529901) 2
PP3C Full Suite 6'
12/13/2023 Brown lean clay
RH
Multipoint
Hand
45
16
29
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 45
43
43.5
44
44.5
45
45.5
46
46.5
47
47.5
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.84 13.56
Dry Soil + Tare (g)12.55 12.38
Water Loss (g)1.29 1.18
Tare (g)7.12 7.38
Dry Soil (g)5.43 5.00
Water Content, w (%)23.76 23.60
Liquid Limit
Determination No 1 2 3
Number of Drops, N 33 23 17
Wet Soil + Tare (g)13.76 13.05 13.67
Dry Soil + Tare (g)11.48 10.95 11.58
Water Loss (g)2.28 2.10 2.09
Tare (g)7.06 7.05 7.82
Dry Soil (g)4.42 3.90 3.76
Water Content, w (%)51.58 53.85 55.59
One-Point LL (%) 53
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]4
Langan LB-841
M03255-086 (170529901) 4
PP3C Full Suite 6'
12/7/2023 Reddish brown fat clay
RH
Multipoint
Hand
53
24
29
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 53
51
51.5
52
52.5
53
53.5
54
54.5
55
55.5
56
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)14.59 14.81
Dry Soil + Tare (g)13.48 13.75
Water Loss (g)1.11 1.06
Tare (g)7.08 7.55
Dry Soil (g)6.40 6.20
Water Content, w (%)17.34 17.10
Liquid Limit
Determination No 1 2 3
Number of Drops, N 35 25 19
Wet Soil + Tare (g)12.22 12.90 12.55
Dry Soil + Tare (g)10.35 10.90 10.54
Water Loss (g)1.87 2.00 2.01
Tare (g)7.07 7.54 7.36
Dry Soil (g)3.28 3.36 3.18
Water Content, w (%)57.01 59.52 63.21
One-Point LL (%) 60
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]5
Langan LB-899
M03255-086 (170529901) 4
PP3C Full Suite 6'
12/5/2023 Reddish brown fat clay
BRR
Multipoint
Hand
60
17
43
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 60
56
57
58
59
60
61
62
63
64
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.32 13.40
Dry Soil + Tare (g)12.21 12.27
Water Loss (g)1.11 1.13
Tare (g)7.07 7.04
Dry Soil (g)5.14 5.23
Water Content, w (%)21.60 21.61
Liquid Limit
Determination No 1 2 3
Number of Drops, N 35 23 18
Wet Soil + Tare (g)13.38 12.10 12.04
Dry Soil + Tare (g)10.92 10.13 9.93
Water Loss (g)2.46 1.97 2.11
Tare (g)7.75 7.73 7.40
Dry Soil (g)3.17 2.40 2.53
Water Content, w (%)77.60 82.08 83.40
One-Point LL (%) 81
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]6
Langan LB-1042
M03255-086 (170529901) 5
PP3C Full Suite 8'
12/13/2023 Brown fat clay
RH
Multipoint
Hand
81
22
59
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
70
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 81
77
78
79
80
81
82
83
84
85
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.53 13.41
Dry Soil + Tare (g)12.21 12.11
Water Loss (g)1.32 1.30
Tare (g)7.08 7.06
Dry Soil (g)5.13 5.05
Water Content, w (%)25.73 25.74
Liquid Limit
Determination No 1 2 3
Number of Drops, N 28 21 17
Wet Soil + Tare (g)12.08 12.61 11.61
Dry Soil + Tare (g)10.03 10.35 9.69
Water Loss (g)2.05 2.26 1.92
Tare (g)7.36 7.52 7.39
Dry Soil (g)2.67 2.83 2.30
Water Content, w (%)76.78 79.86 83.48
One-Point LL (%) 78 78
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]7
Langan LB-1043
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/13/2023 Brown fat clay
RH
Multipoint
Hand
78
26
52
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 78
76
77
78
79
80
81
82
83
84
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.49 13.56
Dry Soil + Tare (g)12.15 12.21
Water Loss (g)1.34 1.35
Tare (g)7.07 7.06
Dry Soil (g)5.08 5.15
Water Content, w (%)26.38 26.21
Liquid Limit
Determination No 1 2 3
Number of Drops, N 29 22 18
Wet Soil + Tare (g)13.10 13.79 13.31
Dry Soil + Tare (g)10.92 11.53 11.17
Water Loss (g)2.18 2.26 2.14
Tare (g)7.04 7.55 7.54
Dry Soil (g)3.88 3.98 3.63
Water Content, w (%)56.19 56.78 58.95
One-Point LL (%) 57 56
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]8
Langan LB-1056
M03255-086 (170529901) 7
PP3C Full Suite 14'
12/7/2023 Greyish brown fat clay
BRR
Multipoint
Hand
57
26
31
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 57
55.5
56
56.5
57
57.5
58
58.5
59
59.5
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.58 13.67
Dry Soil + Tare (g)12.04 12.22
Water Loss (g)1.54 1.45
Tare (g)7.10 7.63
Dry Soil (g)4.94 4.59
Water Content, w (%)31.17 31.59
Liquid Limit
Determination No 1 2 3
Number of Drops, N 30 21 17
Wet Soil + Tare (g)11.16 11.41 12.73
Dry Soil + Tare (g)9.25 9.56 9.99
Water Loss (g)1.91 1.85 2.74
Tare (g)7.03 7.50 7.04
Dry Soil (g)2.22 2.06 2.95
Water Content, w (%)86.04 89.81 92.88
One-Point LL (%) 88 88
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]9
Langan LB-1057
M03255-086 (170529901) 5
PP3C Full Suite 8'
12/12/2023 Brown fat clay
RH
Multipoint
Hand
88
31
57
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 88
85
86
87
88
89
90
91
92
93
94
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.22 13.58
Dry Soil + Tare (g)11.70 12.06
Water Loss (g)1.52 1.52
Tare (g)7.09 7.46
Dry Soil (g)4.61 4.60
Water Content, w (%)32.97 33.04
Liquid Limit
Determination No 1 2 3
Number of Drops, N 35 25 17
Wet Soil + Tare (g)12.53 14.06 12.42
Dry Soil + Tare (g)10.15 11.12 10.14
Water Loss (g)2.38 2.94 2.28
Tare (g)7.10 7.46 7.38
Dry Soil (g)3.05 3.66 2.76
Water Content, w (%)78.03 80.33 82.61
One-Point LL (%) 80
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]10
Langan LB-1057
M03255-086 (170529901) 12
PP3C Full Suite 39'
12/7/2023 Grey fat clay
RH
Multipoint
Hand
80
33
47
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 80
77
78
79
80
81
82
83
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.17 13.33
Dry Soil + Tare (g)11.94 12.11
Water Loss (g)1.23 1.22
Tare (g)7.05 7.11
Dry Soil (g)4.89 5.00
Water Content, w (%)25.15 24.40
Liquid Limit
Determination No 1 2 3
Number of Drops, N 32 22 15
Wet Soil + Tare (g)10.23 10.35 10.38
Dry Soil + Tare (g)8.87 8.94 9.19
Water Loss (g)1.36 1.41 1.19
Tare (g)7.05 7.14 7.77
Dry Soil (g)1.82 1.80 1.42
Water Content, w (%)74.73 78.33 83.80
One-Point LL (%) 77
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]11
Langan LB-1058
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/1/2023 Reddish brown fat clay
BRR
Multipoint
Hand
77
25
52
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
70
0 102030405060708090100110
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 77
72
74
76
78
80
82
84
86
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)14.74 13.25
Dry Soil + Tare (g)13.41 12.08
Water Loss (g)1.33 1.17
Tare (g)7.57 6.97
Dry Soil (g)5.84 5.11
Water Content, w (%)22.77 22.90
Liquid Limit
Determination No 1 2 3
Number of Drops, N 29 23 18
Wet Soil + Tare (g)11.74 11.75 10.56
Dry Soil + Tare (g)9.89 9.75 9.06
Water Loss (g)1.85 2.00 1.50
Tare (g)7.34 7.11 7.11
Dry Soil (g)2.55 2.64 1.95
Water Content, w (%)72.55 75.76 76.92
One-Point LL (%) 74 75
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]12
Langan LB-1058
M03255-086 (170529901) 7
PP3C Full Suite 14'
12/12/2023 Brown fat clay
RH
Multipoint
Hand
74
23
51
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 74
72
73
74
75
76
77
78
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)13.16 13.29
Dry Soil + Tare (g)12.06 12.15
Water Loss (g)1.10 1.14
Tare (g)7.11 7.00
Dry Soil (g)4.95 5.15
Water Content, w (%)22.22 22.14
Liquid Limit
Determination No 1 2 3
Number of Drops, N 34 27 20
Wet Soil + Tare (g)10.73 11.18 11.37
Dry Soil + Tare (g)9.16 9.20 9.38
Water Loss (g)1.57 1.98 1.99
Tare (g)7.41 7.09 7.34
Dry Soil (g)1.75 2.11 2.04
Water Content, w (%)89.71 93.84 97.55
One-Point LL (%) 95 95
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]13
Langan LB-1060
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/12/2023 Brown fat clay
RH
Multipoint
Hand
94
22
72
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
70
80
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 94
89
90
91
92
93
94
95
96
97
98
99
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit
Determination No 1 2
Wet Soil + Tare (g)14.09 13.11
Dry Soil + Tare (g)12.97 12.11
Water Loss (g)1.12 1.00
Tare (g)7.10 7.06
Dry Soil (g)5.87 5.05
Water Content, w (%)19.08 19.80
Liquid Limit
Determination No 1 2 3
Number of Drops, N 34 22 17
Wet Soil + Tare (g)12.39 12.67 12.37
Dry Soil + Tare (g)10.52 10.64 10.43
Water Loss (g)1.87 2.03 1.94
Tare (g)7.08 7.10 7.14
Dry Soil (g)3.44 3.54 3.29
Water Content, w (%)54.36 57.34 58.97
One-Point LL (%) 56
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[ALv2.xlsm]14
Langan LB-1075
M03255-086 (170529901) 4
PP3C Full Suite 6'
12/13/2023 Brown fat clay
RH
Multipoint
Hand
56
19
37
A-Line
U-Line
CL-ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c

I
n
d
e
x

(
P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 56
54
55
56
57
58
59
60
10 100
Wa
t
e
r

c
o
n
t
e
n
t

(
%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit  
Determination No 1 2
Wet Soil + Tare (g)14.28 13.62
Dry Soil + Tare (g)13.16 12.66
Water Loss (g)1.12 0.96
Tare (g)7.08 7.50
Dry Soil (g)6.08 5.16
Water Content, w (%)18.42 18.60
Liquid Limit
Determination No123
Number of Drops, N 29 22 15
Wet Soil + Tare (g)15.20 15.90 17.75
Dry Soil + Tare (g)13.53 14.00 15.32
Water Loss (g)1.67 1.90 2.43
Tare (g)7.53 7.48 7.40
Dry Soil (g)6.00 6.52 7.92
Water Content, w (%)27.83 29.14 30.68
One‐Point LL (%) 28 29
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[ALv2.xlsm]1
12/6/2024 Brown lean clay
BRR
Multipoint
Hand
29
19
10
Langan LB‐1094
M03255‐100 (170529901) S‐2
Tank 5 Testing 2'
A‐Line
U‐Line
CL‐ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c
 In
d
e
x
 (P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 29
27.5
28
28.5
29
29.5
30
30.5
31
10 100
Wa
t
e
r
 co
n
t
e
n
t
 (%
)
Number of drops, N
Flow Curve
Liquid Limit, Plastic Limit, and Plasticity Index of Soils
(ASTM D4318)© IGES 2004, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Grooving tool type:Plastic Preparation method:Wet
Liquid limit device:Mechanical Liquid limit test method:
Rolling method: Screened over No.40:Yes
Larger particles removed:Wet sieved

Plastic Limit  
Determination No 1 2
Wet Soil + Tare (g)14.48 14.64
Dry Soil + Tare (g)13.46 13.70
Water Loss (g)1.02 0.94
Tare (g)7.05 7.55
Dry Soil (g)6.41 6.15
Water Content, w (%)15.91 15.28
Liquid Limit
Determination No123
Number of Drops, N 33 24 16
Wet Soil + Tare (g)11.23 11.88 12.59
Dry Soil + Tare (g)10.33 10.73 11.27
Water Loss (g)0.90 1.15 1.32
Tare (g)7.40 7.07 7.39
Dry Soil (g)2.93 3.66 3.88
Water Content, w (%)30.72 31.42 34.02
One‐Point LL (%) 31
Liquid Limit, LL (%)
Plastic Limit, PL (%)
Plasticity Index, PI (%)
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[ALv2.xlsm]2
BRR
Langan
M03255‐100 (170529901)
Tank 5 Testing
12/11/2024
LB‐1094
S‐6
10'
Brown lean clay
Multipoint
16
32
16
Hand
A‐Line
U‐Line
CL‐ML
CL
ML
CH
MH
0
10
20
30
40
50
60
0 102030405060708090100
Pl
a
s
t
i
c
 In
d
e
x
 (P
I
)
Liquid Limit (LL)
Plasticity Chart
LL = 32
30
30.5
31
31.5
32
32.5
33
33.5
34
34.5
10 100
Wa
t
e
r
 co
n
t
e
n
t
 (%
)
Number of drops, N
Flow Curve
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2022
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.10)S.F.1(-No.10)Hyd.(-No.10)
Split:Yes Moist soil + tare (g):136.51 210.19 0.00 66.38
First Split sieve:No.10 Dry soil + tare (g):135.71 198.10 0.00 59.99
Second split:No Tare (g):123.25 128.47 0.00 23.71 Water content (%):6.42 17.36 0.00 17.61
Moist Dry Hydrometer data
Total sample wt. (g):743.04 634.16 Hyd. split:No.10
No.10 Coarse fraction (g):11.97 11.25 Gs:2.7 Assumed
-No.10 Split fraction (g):81.72 69.63 Bulb No.7 Hyd. fraction: 98.23
0.00 0.00 Cylinder ID:N35 Dispersion device:Air-jet
Hydrometer fraction (g):69.01 58.68 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.982 (min) (°C) Reading (mm) Suspension
1.000 1 22.0 51.0 0.0390 76.90
Accum. Grain Size Percent 2 22.0 46.5 0.0288 69.45
Sieve Wt. Ret. (g)(mm) Finer 4 22.0 44.0 0.0208 65.31
6"-150 -15 22.0 37.0 0.0114 53.72
4"-100 -30 22.0 33.5 0.0082 47.93
3"-75 -60 21.9 29.5 0.0060 41.25
1.5"-37.5 -120 21.4 26.5 0.0043 35.98
1"-25 -240 21.7 23.0 0.0031 30.37
3/4"-19 100.0 500 21.6 20.5 0.0022 26.17
3/8" 3.68 9.5 99.4 1440 21.8 17.0 0.0013 20.49
No.4 9.93 4.75 98.4
No.10 11.25 2 98.2 <=1st Split
No.20 0.65 0.85 97.3
No.40 1.20 0.425 96.5
No.60 1.45 0.25 96.2
No.100 1.73 0.15 95.8
No.140 1.98 0.106 95.4
No.200 2.31 0.075 95.0 Gravel (%):1.6
Sand (%):3.5
Fines (%):95.0
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\052_PP3A_and_B\[PSDHYDv5.xlsm]37
ASTM D6913 and ASTM D7928
M03255-052 (170529901) S-9
PP3A and B 22'
11/14/2022 Reddish brown clay
BSS/RT/BRR
Langan LB-471
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2022
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data S.F. Hyd.(-No.10)
Split:No Moist soil + tare (g):0.00 0.00 239.93 60.87
Dry soil + tare (g):0.00 0.00 208.35 51.02
Second split:No Tare (g):0.00 0.00 120.09 23.55 Water content (%):0.00 0.00 35.78 35.86
Moist Dry Hydrometer data
Total sample wt. (g):119.84 88.26 Hyd. split:No.10
0.00 Gs:2.7 Assumed
0.00 Bulb No.7 Hyd. fraction: 99.98
0.00 Cylinder ID:N32 Dispersion device:Air-jet
Hydrometer fraction (g):72.33 53.24 Elapsed time Temp.Hydrometer Grain Size % Soil in
1.000 (min) (°C) Reading (mm) Suspension
1.000 1 21.6 42 0.0423 69.28
Accum. Grain Size Percent 2 21.6 38 0.0309 61.85
Sieve Wt. Ret. (g)(mm) Finer 4 21.6 35.5 0.0223 57.21
6"-150 -15 21.6 29 0.0120 45.14
4"-100 -30 21.6 26 0.0087 39.57
3"-75 -60 21.3 23 0.0063 33.80
1.5"-37.5 -131 21.4 21 0.0043 30.15
1"-25 -240 21 19 0.0032 26.18
3/4"-19 -500 21.5 16.5 0.0023 21.86
3/8"-9.5 -1971 21 13.5 0.0012 15.97
No.4 -4.75 100.0
No.10 0.02 2 100.0 <=Split hyd.
No.20 0.31 0.85 99.6
No.40 0.68 0.425 99.2
No.60 1.48 0.25 98.3
No.100 3.25 0.15 96.3
No.140 5.62 0.106 93.6
No.200 8.48 0.075 90.4 Gravel (%):0.0
Sand (%):9.6
Fines (%):90.4
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[PSDHYDv5.xlsm]4
ASTM D6913 and ASTM D7928
M03255-036 (170529901) S-8
WPR 20'
3/7/2022 Dark brown clay
BFS/BRR
Langan LB-473
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2022
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.10)S.F.1(-No.10)Hyd.(-No.10)
Split:Yes Moist soil + tare (g):52.83 13.06 0.00 32.76
First Split sieve:No.10 Dry soil + tare (g):51.81 11.50 0.00 30.13
Second split:No Tare (g):37.36 7.56 0.00 23.37 Water content (%):7.06 39.59 0.00 38.91
Moist Dry Hydrometer data
Total sample wt. (g):166.77 122.36 Hyd. split:No.10
No.10 Coarse fraction (g):13.30 12.42 Gs:2.7 Assumed
-No.10 Split fraction (g):72.09 51.64 Bulb No.7 Hyd. fraction: 89.85
0.00 0.00 Cylinder ID:N10 Dispersion device:Air-jet
Hydrometer fraction (g):72.09 51.90 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.898 (min) (°C) Reading (mm) Suspension
1.000 1 22.1 41 0.0426 62.47
Accum. Grain Size Percent 2 22.1 37 0.0311 55.62
Sieve Wt. Ret. (g)(mm) Finer 4 22.1 34.5 0.0224 51.34
6"-150 -15 22.1 30 0.0119 43.64
4"-100 -30 22.1 27 0.0086 38.50
3"-75 -60 22.1 25 0.0062 35.08
1.5"-37.5 -120 21.4 22.5 0.0044 30.37
1"-25 -240 21.2 20.5 0.0032 26.82
3/4"-19 100.0 500 21.9 19 0.0022 24.68
3/8" 5.26 9.5 95.7 1475 21.4 17.5 0.0013 21.81
No.4 7.51 4.75 93.9
No.10 12.42 2 89.8 <=1st Split
No.20 1.31 0.85 87.6
No.40 2.82 0.425 84.9
No.60 4.44 0.25 82.1
No.100 7.27 0.15 77.2
No.140 9.48 0.106 73.4
No.200 11.82 0.075 69.3 Gravel (%):6.1
Sand (%):24.6
Fines (%):69.3
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[PSDHYDv5.xlsm]11
These results are in
nonconformance with
ASTM D6913 and ASTM
D7928 because the
minimum dry mass was not
met.
ASTM D6913 and ASTM D7928
M03255-036 (170529901) S-13A
WPR 40'
3/7/2022 Brown sandy clay
BRR/RT
Langan LB-622
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2022
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.10)S.F.1(-No.10)Hyd.(-No.10)
Split:Yes Moist soil + tare (g):136.27 8.87 0.00 26.14
First Split sieve:No.10 Dry soil + tare (g):136.24 8.80 0.00 26.07
Second split:No Tare (g):127.16 7.09 0.00 23.29 Water content (%):0.33 4.09 0.00 2.52
Moist Dry Hydrometer data
Total sample wt. (g):227.85 223.66 Hyd. split:No.10
No.10 Coarse fraction (g):132.29 131.85 Gs:2.7 Assumed
-No.10 Split fraction (g):48.84 46.92 Bulb No.7 Hyd. fraction: 41.05
0.00 0.00 Cylinder ID:N35 Dispersion device:Air-jet
Hydrometer fraction (g):48.84 47.64 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.410 (min) (°C) Reading (mm) Suspension
1.000 1 22.2 32 0.0457 23.45
Accum. Grain Size Percent 2 22.2 29 0.0330 20.89
Sieve Wt. Ret. (g)(mm) Finer 4 22.2 27.75 0.0235 19.83
6"-150 -15 22.2 25 0.0124 17.49
4"-100 -30 22.2 23 0.0089 15.78
3"-75 -60 21.9 22 0.0063 14.84
1.5"-37.5 -120 21.3 20.25 0.0045 13.17
1"-25 100.0 240 21.1 20 0.0032 12.89
3/4" 25.29 19 88.7 500 21.9 18 0.0022 11.43
3/8" 79.80 9.5 64.3 1470 21.5 17 0.0013 10.46
No.4 120.78 4.75 46.0
No.10 131.85 2 41.0 <=1st Split
No.20 3.08 0.85 38.4
No.40 4.61 0.425 37.0
No.60 5.75 0.25 36.0
No.100 8.92 0.15 33.2
No.140 12.65 0.106 30.0
No.200 16.32 0.075 26.8 Gravel (%):54.0
Sand (%):19.2
Fines (%):26.8
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[PSDHYDv5.xlsm]12
These results are in
nonconformance with
ASTM D6913 and ASTM
D7928 because the
minimum dry mass was not
met. Specimen was not
tested at the as received
water content.
ASTM D6913 and ASTM D7928
M03255-036 (170529901) S-14
WPR 44'
3/7/2022 Brown clayey gravel with sand
BRR/RT
Langan LB-624
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.10)S.F.1(-No.10)Hyd.(-No.10)
Split:Yes Moist soil + tare (g):26.99 27.60 0.00 26.39
First Split sieve:No.10 Dry soil + tare (g):26.97 27.22 0.00 26.19
Second split:No Tare (g):23.12 23.64 0.00 23.30 Water content (%):0.52 10.61 0.00 6.92
Moist Dry Hydrometer data
Total sample wt. (g):504.70 489.81 Hyd. split:No.10
No.10 Coarse fraction (g):369.39 367.48 Gs:2.7 Assumed
-No.10 Split fraction (g):53.25 48.14 Bulb No.7 Hyd. fraction: 24.97
0.00 0.00 Cylinder ID:N10 Dispersion device:Air-jet
Hydrometer fraction (g):51.47 48.14 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.250 (min) (°C) Reading (mm) Suspension
1.000 1 22.6 31.0 0.0459 13.68
Accum. Grain Size Percent 2 22.6 29.5 0.0328 12.91
Sieve Wt. Ret. (g)(mm) Finer 4 22.5 27.0 0.0236 11.61
6"-150 -15 22.5 24.0 0.0124 10.07
4"-100 -30 22.5 22.5 0.0089 9.30
3"-75 100.0 60 22.4 20.5 0.0064 8.26
1.5" 302.76 37.5 38.2 120 22.3 20.0 0.0045 7.98
1" 302.76 25 38.2 270 21.7 18.0 0.0030 6.85
3/4" 302.76 19 38.2 500 22.3 17.0 0.0022 6.44
3/8" 322.58 9.5 34.1 1440 22.2 16.0 0.0013 5.91
No.4 348.52 4.75 28.8
No.10 367.48 2 25.0 <=1st Split
No.20 5.00 0.85 22.4
No.40 10.23 0.425 19.7
No.60 13.98 0.25 17.7
No.100 17.06 0.15 16.1
No.140 18.78 0.106 15.2
No.200 20.51 0.075 14.3 Gravel (%):71.2
Sand (%):14.5
Fines (%):14.3
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]1
These results are in
nonconformance with
ASTM D6913 and ASTM
D7928 because the
minimum dry mass was not
met.
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/7/2023 Dark brown clayey gravel
BRR/RH
Langan LB-782
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.10)S.F.1(-No.10)Hyd.(-No.10)
Split:Yes Moist soil + tare (g):28.72 42.52 0.00 42.52
First Split sieve:No.10 Dry soil + tare (g):28.66 40.40 0.00 40.40
Second split:No Tare (g):23.68 23.58 0.00 23.58 Water content (%):1.20 12.60 0.00 12.60
Moist Dry Hydrometer data
Total sample wt. (g):233.89 213.69 Hyd. split:No.10
No.10 Coarse fraction (g):59.78 59.07 Gs:2.7 Assumed
-No.10 Split fraction (g):61.99 55.05 Bulb No.7 Hyd. fraction: 72.36
0.00 0.00 Cylinder ID:T5 Dispersion device:Air-jet
Hydrometer fraction (g):61.99 55.05 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.724 (min) (°C) Reading (mm) Suspension
1.000 1 22.4 43.0 0.0418 50.17
Accum. Grain Size Percent 2 22.4 40.0 0.0303 46.27
Sieve Wt. Ret. (g)(mm) Finer 4 22.4 39.0 0.0216 44.97
6"-150 -15 22.4 36.0 0.0114 41.07
4"-100 -30 22.4 34.0 0.0082 38.47
3"-75 -60 22.3 32.0 0.0059 35.82
1.5"-37.5 -120 22.1 30.5 0.0042 33.78
1"-25 -240 21.6 28.0 0.0030 30.29
3/4"-19 100.0 500 23.2 25.5 0.0021 27.81
3/8" 38.17 9.5 82.1 1440 22.7 25.0 0.0013 26.92
No.4 50.03 4.75 76.6
No.10 59.07 2 72.4 <=1st Split
No.20 2.44 0.85 69.2
No.40 4.70 0.425 66.2
No.60 6.91 0.25 63.3
No.100 9.45 0.15 59.9
No.140 11.30 0.106 57.5
No.200 13.65 0.075 54.4 Gravel (%):23.4
Sand (%):22.2
Fines (%):54.4
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]2
Langan LB-782
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 7
PP3C Full Suite 15'
12/11/2023 Reddish brown gravelly clay
with sandBRR
These results are in
nonconformance with
ASTM D6913 and ASTM
D7928 because the
minimum dry mass was not
met.
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+3/8") S.F.1(-3/8") Hyd.(-No.10)
Split:Yes Moist soil + tare (g):242.11 388.16 0.00 61.50
First Split sieve:3/8"Dry soil + tare (g):240.55 356.45 0.00 56.18
Second split:No Tare (g):211.69 178.56 0.00 23.38 Water content (%):5.41 17.83 0.00 16.22
Moist Dry Hydrometer data
Total sample wt. (g):1451.50 1234.78 Hyd. split:No.10
+3/8" Coarse fraction (g):28.78 27.30 Gs:2.7 Assumed
-3/8" Split fraction (g):209.60 177.89 Bulb No.7 Hyd. fraction: 93.40
0.00 0.00 Cylinder ID:T6 Dispersion device:Air-jet
Hydrometer fraction (g):64.11 55.16 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.978 (min) (°C) Reading (mm) Suspension
1.000 1 22.6 29.0 0.0465 41.31
Accum. Grain Size Percent 2 22.6 27.0 0.0334 37.96
Sieve Wt. Ret. (g)(mm) Finer 4 22.6 26.0 0.0237 36.28
6"-150 -15 22.6 23.5 0.0125 32.10
4"-100 -30 22.6 22.5 0.0089 30.43
3"-75 -60 22.7 21.0 0.0063 27.98
1.5"-37.5 -120 22.7 19.5 0.0045 25.46
1"-25 -240 22.7 18.5 0.0032 23.79
3/4"-19 100.0 500 22.2 17.0 0.0022 20.97
3/8" 27.30 9.5 97.8 <=1st Split 1440 22.3 14.5 0.0013 16.85
No.4 2.28 4.75 96.5
No.10 7.99 2 93.4 <=Split hyd.
No.20 18.79 0.85 87.5
No.40 29.58 0.425 81.5
No.60 42.23 0.25 74.6
No.100 58.81 0.15 65.5
No.140 68.22 0.106 60.3
No.200 77.03 0.075 55.4 Gravel (%):3.5
Sand (%):41.1
Fines (%):55.4
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]3
Langan LB-783
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 2
PP3C Full Suite 6'
12/14/2023 Brown sandy clay
CJ
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data S.F. Hyd.(-No.10)
Split:No Moist soil + tare (g):0.00 0.00 227.77 76.71
Dry soil + tare (g):0.00 0.00 212.85 71.67
Second split:No Tare (g):0.00 0.00 123.73 37.86 Water content (%):0.00 0.00 16.74 14.91
Moist Dry Hydrometer data
Total sample wt. (g):104.04 89.12 Hyd. split:No.10
0.00 0.00 Gs:2.7 Assumed
0.00 0.00 Bulb No.7 Hyd. fraction: 100.00
0.00 0.00 Cylinder ID:N31 Dispersion device:Air-jet
Hydrometer fraction (g):63.83 55.55 Elapsed time Temp.Hydrometer Grain Size % Soil in
1.000 (min) (°C) Reading (mm) Suspension
1.000 1 22.6 52.0 0.0386 84.86
Accum. Grain Size Percent 2 22.6 50.0 0.0279 81.30
Sieve Wt. Ret. (g)(mm) Finer 4 22.6 48.0 0.0201 77.74
6"-150 -15 22.6 44.0 0.0107 70.62
4"-100 -30 22.6 41.0 0.0078 65.28
3"-75 -60 22.7 37.5 0.0057 59.12
1.5"-37.5 -120 22.4 35.0 0.0041 54.47
1"-25 -240 22.4 31.5 0.0030 48.24
3/4"-19 -500 23.2 28.0 0.0021 42.54
3/8"-9.5 -1557 22.6 23.5 0.0012 34.13
No.4 -4.75 -
No.10 -2 100.0 <=Split hyd.
No.20 0.21 0.85 99.8
No.40 1.05 0.425 98.8
No.60 2.58 0.25 97.1
No.100 4.65 0.15 94.8
No.140 6.22 0.106 93.0
No.200 8.35 0.075 90.6 Gravel (%):0.0
Sand (%):9.4
Fines (%):90.6
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]4
Langan LB-841
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 4
PP3C Full Suite 6'
12/7/2023 Reddish brown clay
RH/BRR
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.10)S.F.1(-No.10)Hyd.(-No.10)
Split:Yes Moist soil + tare (g):31.87 43.40 0.00 12.37
First Split sieve:No.10 Dry soil + tare (g):31.72 41.56 0.00 11.35
Second split:No Tare (g):23.39 23.73 0.00 7.39 Water content (%):1.80 10.32 0.00 25.76
Moist Dry Hydrometer data
Total sample wt. (g):303.80 282.55 Hyd. split:No.10
No.10 Coarse fraction (g):94.53 92.86 Gs:2.7 Assumed
-No.10 Split fraction (g):60.76 55.08 Bulb No.7 Hyd. fraction: 67.14
0.00 0.00 Cylinder ID:T6 Dispersion device:Air-jet
Hydrometer fraction (g):69.27 55.08 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.671 (min) (°C) Reading (mm) Suspension
1.000 1 22.4 40.0 0.0429 42.90
Accum. Grain Size Percent 2 22.4 38.0 0.0308 40.49
Sieve Wt. Ret. (g)(mm) Finer 4 22.4 36.0 0.0221 38.08
6"-150 -15 22.4 33.0 0.0117 34.47
4"-100 -30 22.4 31.0 0.0084 32.06
3"-75 -60 22.3 30.0 0.0060 30.81
1.5"-37.5 -120 22.2 29.0 0.0042 29.56
1"-25 100.0 240 21.6 28.0 0.0030 28.09
3/4" 24.44 19 91.4 500 23.2 25.5 0.0021 25.79
3/8" 33.14 9.5 88.3 1440 22.8 24.0 0.0013 23.80
No.4 55.28 4.75 80.4
No.10 92.86 2 67.1 <=1st Split
No.20 3.72 0.85 62.6
No.40 6.29 0.425 59.5
No.60 8.81 0.25 56.4
No.100 11.13 0.15 53.6
No.140 12.77 0.106 51.6
No.200 15.29 0.075 48.5 Gravel (%):19.6
Sand (%):31.9
Fines (%):48.5
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]5
Langan LB-899
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 4
PP3C Full Suite 6'
12/11/2023 Reddish brown clayey sand with
gravelBRR
These results are in
nonconformance with
ASTM D6913 and ASTM
D7928 because the
minimum dry mass was not
met.
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+3/8") S.F.1(-3/8") Hyd.(-No.10)
Split:Yes Moist soil + tare (g):28.37 333.63 0.00 36.99
First Split sieve:3/8"Dry soil + tare (g):28.28 290.42 0.00 34.83
Second split:No Tare (g):22.45 128.57 0.00 23.48 Water content (%):1.54 26.70 0.00 19.03
Moist Dry Hydrometer data
Total sample wt. (g):723.54 572.22 Hyd. split:No.10
+3/8" Coarse fraction (g):5.83 5.74 Gs:2.7 Assumed
-3/8" Split fraction (g):205.06 161.85 Bulb No.7 Hyd. fraction: 95.57
0.00 0.00 Cylinder ID:T5 Dispersion device:Air-jet
Hydrometer fraction (g):65.80 55.28 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.990 (min) (°C) Reading (mm) Suspension
1.000 1 22.7 46.5 0.0406 72.16
Accum. Grain Size Percent 2 22.7 45.5 0.0289 70.45
Sieve Wt. Ret. (g)(mm) Finer 4 22.7 44 0.0207 67.89
6"-150 -15 22.7 40 0.0111 61.05
4"-100 -30 22.7 38 0.0080 57.63
3"-75 -60 22.6 37 0.0057 55.86
1.5"-37.5 -120 22.7 36 0.0040 54.21
1"-25 -240 22.7 35 0.0029 52.50
3/4"-19 100.0 500 22.3 34 0.0020 50.54
3/8" 5.74 9.5 99.0 <=1st Split 1440 22.3 32 0.0012 47.12
No.4 2.84 4.75 97.3
No.10 5.60 2 95.6 <=Split hyd.
No.20 8.32 0.85 93.9
No.40 11.67 0.425 91.9
No.60 15.94 0.25 89.2
No.100 20.17 0.15 86.7
No.140 22.88 0.106 85.0
No.200 27.00 0.075 82.5 Gravel (%):2.7
Sand (%):14.8
Fines (%):82.5
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]6
Langan LB-1042
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 5
PP3C Full Suite 8'
12/14/2023 Brown clay with sand
CJ
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data S.F. Hyd.(-No.10)
Split:No Moist soil + tare (g):0.00 0.00 327.96 53.07
Dry soil + tare (g):0.00 0.00 285.33 47.00
Second split:No Tare (g):0.00 0.00 127.01 23.69 Water content (%):0.00 0.00 26.93 26.04
Moist Dry Hydrometer data
Total sample wt. (g):200.95 158.32 Hyd. split:No.10
0.00 0.00 Gs:2.7 Assumed
0.00 0.00 Bulb No.7 Hyd. fraction: 99.80
0.00 0.00 Cylinder ID:T3 Dispersion device:Air-jet
Hydrometer fraction (g):69.37 55.04 Elapsed time Temp.Hydrometer Grain Size % Soil in
1.000 (min) (°C) Reading (mm) Suspension
1.000 1 22.6 54.0 0.0377 89.07
Accum. Grain Size Percent 2 22.6 53.0 0.0269 87.28
Sieve Wt. Ret. (g)(mm) Finer 4 22.6 51.0 0.0194 83.69
6"-150 -15 22.6 47.0 0.0104 76.52
4"-100 -30 22.6 43.5 0.0076 70.24
3"-75 -60 22.7 41.0 0.0055 65.83
1.5"-37.5 -120 22.7 38.0 0.0040 60.45
1"-25 -240 22.7 36.0 0.0029 56.86
3/4"-19 -500 22.3 34.0 0.0020 53.01
3/8"-9.5 -1440 22.3 31.0 0.0012 47.63
No.4 -4.75 100.0
No.10 0.31 2 99.8 <=Split hyd.
No.20 1.22 0.85 99.2
No.40 2.69 0.425 98.3
No.60 4.45 0.25 97.2
No.100 6.49 0.15 95.9
No.140 7.86 0.106 95.0
No.200 9.62 0.075 93.9 Gravel (%):0.0
Sand (%):6.1
Fines (%):93.9
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]7
Langan LB-1043
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/14/2023 Brown clay
CJ
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data S.F. Hyd.(-No.10)
Split:No Moist soil + tare (g):0.00 0.00 256.18 77.18
Dry soil + tare (g):0.00 0.00 232.90 70.25
Second split:No Tare (g):0.00 0.00 127.72 37.19 Water content (%):0.00 0.00 22.13 20.96
Moist Dry Hydrometer data
Total sample wt. (g):128.46 105.18 Hyd. split:No.10
0.00 0.00 Gs:2.7 Assumed
0.00 0.00 Bulb No.7 Hyd. fraction: 100.00
0.00 0.00 Cylinder ID:N34 Dispersion device:Air-jet
Hydrometer fraction (g):66.74 55.17 Elapsed time Temp.Hydrometer Grain Size % Soil in
1.000 (min) (°C) Reading (mm) Suspension
1.000 1 22.6 37.0 0.0440 58.56
Accum. Grain Size Percent 2 22.6 35.0 0.0316 54.97
Sieve Wt. Ret. (g)(mm) Finer 4 22.6 32.0 0.0228 49.60
6"-150 -15 22.6 27.5 0.0122 41.53
4"-100 -30 22.6 25.0 0.0087 37.05
3"-75 -60 22.7 23.0 0.0063 33.53
1.5"-37.5 -120 22.4 21.0 0.0045 29.75
1"-25 -240 22.4 19.0 0.0032 26.16
3/4"-19 -500 23.5 17.0 0.0023 23.32
3/8"-9.5 -1554 22.7 14.0 0.0013 17.40
No.4 -4.75 -
No.10 -2 100.0 <=Split hyd.
No.20 0.05 0.85 100.0
No.40 0.17 0.425 99.8
No.60 0.81 0.25 99.2
No.100 2.08 0.15 98.0
No.140 3.39 0.106 96.8
No.200 6.37 0.075 93.9 Gravel (%):0.0
Sand (%):6.1
Fines (%):93.9
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]8
Langan LB-1056
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 7
PP3C Full Suite 14'
12/7/2023 Greyish brown clay
RH/BRR
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data S.F. Hyd.(-No.10)
Split:No Moist soil + tare (g):0.00 0.00 332.64 43.15
Dry soil + tare (g):0.00 0.00 278.39 38.34
Second split:No Tare (g):0.00 0.00 122.63 23.48 Water content (%):0.00 0.00 34.83 32.37
Moist Dry Hydrometer data
Total sample wt. (g):210.01 155.76 Hyd. split:No.10
0.00 0.00 Gs:2.7 Assumed
0.00 0.00 Bulb No.7 Hyd. fraction: 99.74
0.00 0.00 Cylinder ID:N35 Dispersion device:Air-jet
Hydrometer fraction (g):72.83 55.02 Elapsed time Temp.Hydrometer Grain Size % Soil in
1.000 (min) (°C) Reading (mm) Suspension
1.000 1 22.4 39.0 0.0433 62.02
Accum. Grain Size Percent 2 22.4 37.0 0.0311 58.43
Sieve Wt. Ret. (g)(mm) Finer 4 22.4 36.0 0.0222 56.64
6"-150 -15 22.4 31.0 0.0119 47.68
4"-100 -30 22.4 29.0 0.0085 44.09
3"-75 -60 22.5 26.5 0.0061 39.68
1.5"-37.5 -120 22.4 25.0 0.0044 36.92
1"-25 -240 23.3 23.0 0.0031 33.94
3/4"-19 -500 23.9 20.0 0.0022 28.98
3/8"-9.5 -1440 22.4 19.0 0.0013 26.17
No.4 -4.75 100.0
No.10 0.41 2 99.7 <=Split hyd.
No.20 1.78 0.85 98.9
No.40 6.24 0.425 96.0
No.60 12.26 0.25 92.1
No.100 18.14 0.15 88.4
No.140 22.13 0.106 85.8
No.200 26.88 0.075 82.7 Gravel (%):0.0
Sand (%):17.3
Fines (%):82.7
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]9
Langan LB-1057
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 5
PP3C Full Suite 8'
12/14/2023 Brown clay with sand
CJ/BRR
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data S.F. Hyd.(-No.10)
Split:No Moist soil + tare (g):0.00 0.00 253.09 66.30
Dry soil + tare (g):0.00 0.00 227.82 60.15
Second split:No Tare (g):0.00 0.00 141.35 37.69 Water content (%):0.00 0.00 29.22 27.38
Moist Dry Hydrometer data
Total sample wt. (g):111.74 86.47 Hyd. split:No.10
0.00 Gs:2.7 Assumed
0.00 Bulb No.7 Hyd. fraction: 99.76
0.00 0.00 Cylinder ID:N33 Dispersion device:Air-jet
Hydrometer fraction (g):70.16 55.08 Elapsed time Temp.Hydrometer Grain Size % Soil in
1.000 (min) (°C) Reading (mm) Suspension
1.000 1 22.3 41.0 0.0425 65.48
Accum. Grain Size Percent 2 22.3 38.0 0.0308 60.11
Sieve Wt. Ret. (g)(mm) Finer 4 22.3 35.0 0.0223 54.74
6"-150 -15 22.3 30.5 0.0119 46.68
4"-100 -30 22.3 28.5 0.0085 43.09
3"-75 -60 22.3 25.0 0.0062 36.83
1.5"-37.5 -120 22.2 24.5 0.0044 35.86
1"-25 -240 21.6 24.0 0.0031 34.58
3/4"-19 -500 23.0 18.0 0.0022 24.76
3/8"-9.5 -1440 22.8 18.0 0.0013 24.62
No.4 -4.75 100.0
No.10 0.21 2 99.8 <=Split hyd.
No.20 0.93 0.85 98.9
No.40 1.80 0.425 97.9
No.60 3.18 0.25 96.3
No.100 6.52 0.15 92.5
No.140 9.64 0.106 88.9
No.200 12.60 0.075 85.4 Gravel (%):0.0
Sand (%):14.6
Fines (%):85.4
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]10
Langan LB-1057
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 12
PP3C Full Suite 39'
12/7/2023 Grey clay
RH/BRR
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.10)S.F.1(-No.10)Hyd.(-No.10)
Split:Yes Moist soil + tare (g):50.04 30.54 0.00 30.54
First Split sieve:No.10 Dry soil + tare (g):49.97 29.59 0.00 29.59
Second split:No Tare (g):37.79 23.37 0.00 23.37 Water content (%):0.57 15.27 0.00 15.27
Moist Dry Hydrometer data
Total sample wt. (g):73.39 65.22 Hyd. split:No.10
No.10 Coarse fraction (g):12.25 12.18 Gs:2.7 Assumed
-No.10 Split fraction (g):58.75 50.97 Bulb No.7 Hyd. fraction: 81.32
0.00 0.00 Cylinder ID:T3 Dispersion device:Air-jet
Hydrometer fraction (g):58.75 50.97 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.813 (min) (°C) Reading (mm) Suspension
1.000 1 22.4 45.0 0.0411 64.06
Accum. Grain Size Percent 2 22.4 43.0 0.0296 60.90
Sieve Wt. Ret. (g)(mm) Finer 4 22.4 42.0 0.0211 59.33
6"-150 -15 22.4 39.0 0.0112 54.59
4"-100 -30 22.4 38.0 0.0080 53.01
3"-75 -60 22.3 36.5 0.0057 50.59
1.5"-37.5 -120 22.0 35.0 0.0041 48.05
1"-25 -240 21.6 34.0 0.0029 46.25
3/4"-19 100.0 500 23.3 31.0 0.0021 42.50
3/8" 4.11 9.5 93.7 1440 22.7 30.0 0.0012 40.57
No.4 10.00 4.75 84.7
No.10 12.18 2 81.3 <=1st Split
No.20 1.09 0.85 79.6
No.40 2.35 0.425 77.6
No.60 3.84 0.25 75.2
No.100 5.38 0.15 72.7
No.140 6.56 0.106 70.9
No.200 8.38 0.075 68.0 Gravel (%):15.3
Sand (%):16.7
Fines (%):68.0
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]11
Langan LB-1058
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/11/2023 Reddish brown sandy clay with
gravelBRR
These results are in
nonconformance with
ASTM D6913 and ASTM
D7928 because the
minimum dry mass was not
met.
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+3/8") S.F.1(-3/8") Hyd.(-No.10)
Split:Yes Moist soil + tare (g):32.80 324.52 0.00 42.71
First Split sieve:3/8"Dry soil + tare (g):32.46 276.88 0.00 38.31
Second split:No Tare (g):22.39 124.36 0.00 23.77 Water content (%):3.38 31.24 0.00 30.26
Moist Dry Hydrometer data
Total sample wt. (g):681.86 521.61 Hyd. split:No.10
+3/8" Coarse fraction (g):9.92 9.60 Gs:2.7 Assumed
-3/8" Split fraction (g):200.16 152.52 Bulb No.7 Hyd. fraction: 94.14
0.00 0.00 Cylinder ID:N30 Dispersion device:Air-jet
Hydrometer fraction (g):71.68 55.03 Elapsed time Temp.Hydrometer Grain Size % Soil in
First Split fraction: 0.982 (min) (°C) Reading (mm) Suspension
1.000 1 22.6 53.0 0.0381 82.34
Accum. Grain Size Percent 2 22.6 51.0 0.0275 78.95
Sieve Wt. Ret. (g)(mm) Finer 4 22.6 49.0 0.0198 75.57
6"-150 -15 22.6 45.5 0.0106 69.65
4"-100 -30 22.6 44.0 0.0076 67.11
3"-75 -60 22.5 43.0 0.0054 65.36
1.5"-37.5 -120 22.4 42.0 0.0038 63.60
1"-25 -240 22.4 39.5 0.0028 59.37
3/4"-19 100.0 500 22.6 38.0 0.0019 56.96
3/8" 9.60 9.5 98.2 <=1st Split 1440 22.5 35.5 0.0012 52.67
No.4 3.66 4.75 95.8
No.10 6.25 2 94.1 <=Split hyd.
No.20 9.38 0.85 92.1
No.40 12.95 0.425 89.8
No.60 15.93 0.25 87.9
No.100 18.58 0.15 86.2
No.140 20.20 0.106 85.2
No.200 22.76 0.075 83.5 Gravel (%):4.2
Sand (%):12.3
Fines (%):83.5
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[PSDHYDv5.xlsm]12
Langan LB-1060
ASTM D6913 and ASTM D7928
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/14/2023 Brown clay with sand
CJ
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t

f
i
n
e
r

b
y

w
e
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle‐Size Distribution (Gradation) of Soils Using Sieve Analysis 
(ASTM D6913)© IGES 2004, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Water content data C.F.(+No.4) S.F.(‐No.4)
Split:Yes Moist soil + tare (g):227.58 274.79
 Split sieve:No.4 Dry soil + tare (g):227.21 269.96
Moist Dry Tare (g):121.89 128.10
Total sample wt. (g):392.67 382.85 Water content (%): 0.4 3.4
+No.4 Coarse fraction (g):105.70 105.33
‐No.4 Split fraction (g):146.69 141.86
 Split fraction: 0.725
Accum. Grain Size Percent 
Sieve Wt. Ret. (g) (mm) Finer
6"‐150 ‐
4"‐100 ‐
3"‐75 ‐
1.5"‐37.5 ‐
1"‐25 ‐
3/4"‐19 100.0
3/8" 59.42 9.5 84.5
No.4 105.33 4.75 72.5 ←Split
No.10 24.96 2 59.7
No.20 53.52 0.85 45.1
No.40 75.71 0.425 33.8
No.60 89.87 0.25 26.6
No.100 98.83 0.15 22.0
No.140 102.78 0.106 20.0
No.200 105.55 0.075 18.6
Gravel (%):27.5
Sand (%):53.9
Fines (%):18.6
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[GSDv2.xlsm]1
These results are in 
nonconformance with 
Method D6913 because 
the minimum dry mass 
was not met.
LB‐1094
S‐8
20'
Brown clayey sand with 
gravelLM
Langan
M03255‐100 (170529901)
Tank 5 Testing
12/6/2024
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Pe
r
c
e
n
t
 fi
n
e
r
 by
 we
i
g
h
t
Grain size (mm)
Particle‐Size Distribution (Gradation) of Soils Using Sieve Analysis 
(ASTM D6913)© IGES 2004, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Water content data C.F.(+No.10)S.F.(‐No.10)
Split:Yes Moist soil + tare (g):240.02 245.60
 Split sieve:No.10 Dry soil + tare (g):239.74 245.49
Moist Dry Tare (g):117.47 219.85
Total sample wt. (g):148.40 148.01 Water content (%): 0.2 0.4
No.10 Coarse fraction (g):122.53 122.25
‐No.10 Split fraction (g):25.75 25.64
 Split fraction: 0.174
Accum. Grain Size Percent 
Sieve Wt. Ret. (g) (mm) Finer
6"‐150 ‐
4"‐100 ‐
3"‐75 ‐
1.5"‐37.5 ‐
1"‐25 ‐
3/4"‐19 100.0
3/8" 26.78 9.5 81.9
No.4 94.90 4.75 35.9
No.10 122.25 2 17.4 ←Split
No.20 8.69 0.85 11.5
No.40 13.25 0.425 8.4
No.60 16.08 0.25 6.5
No.100 18.07 0.15 5.1
No.140 19.07 0.106 4.5
No.200 19.92 0.075 3.9
Gravel (%):64.1
Sand (%):32.0
Fines (%):3.9
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[GSDv2.xlsm]3
Langan LB‐1094
M03255‐100 (170529901) S‐11
Tank 5 Testing 34'
These results are in 
nonconformance with 
Method D6913 
because the minimum 
dry mass was not met.
12/9/2024 Dark grey gravel with sand
JG
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Pe
r
c
e
n
t
 fi
n
e
r
 by
 we
i
g
h
t
Grain size (mm)
Particle‐Size Distribution (Gradation) of Soils Using Sieve Analysis 
(ASTM D6913)© IGES 2004, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
Water content data C.F.(+No.10)S.F.(‐No.10)
Split:Yes Moist soil + tare (g):475.00 227.59
 Split sieve:No.10 Dry soil + tare (g):473.66 226.63
Moist Dry Tare (g):126.83 123.37
Total sample wt. (g):564.67 561.34 Water content (%): 0.4 0.9
No.10 Coarse fraction (g):348.15 346.81
‐No.10 Split fraction (g):104.22 103.26
 Split fraction: 0.382
Accum. Grain Size Percent 
Sieve Wt. Ret. (g) (mm) Finer
6"‐150 ‐
4"‐100 ‐
3"‐75 ‐
1.5"‐37.5 ‐
1"‐25 100.0
3/4" 24.70 19 95.6
3/8" 125.96 9.5 77.6
No.4 264.78 4.75 52.8
No.10 346.81 2 38.2 ←Split
No.20 28.00 0.85 27.9
No.40 45.21 0.425 21.5
No.60 56.66 0.25 17.2
No.100 64.77 0.15 14.2
No.140 68.84 0.106 12.7
No.200 71.94 0.075 11.6
Gravel (%):47.2
Sand (%):41.2
Fines (%):11.6
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[GSDv2.xlsm]4
Langan LB‐1094
M03255‐100 (170529901) S‐12
Tank 5 Testing 39'
These results are in 
nonconformance with 
Method D6913 
because the minimum 
dry mass was not met.
12/9/2024 Grey gravel with silt and sand
JG
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.010.1110100
Pe
r
c
e
n
t
 fi
n
e
r
 by
 we
i
g
h
t
Grain size (mm)
Particle‐Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.4) S.F.1(‐No.4) Hyd.(‐No.10)
Split:Yes Moist soil + tare (g):77.03 230.97 0.00 76.53
 First Split sieve:No.4 Dry soil + tare (g):76.15 218.54 0.00 72.24
Second split:No Tare (g):37.51 121.86 0.00 37.31
No.10 Water content (%):2.28 12.86 0.00 12.28
Moist Dry Hydrometer data
Total sample wt. (g):880.64 783.38 Hyd. split:No.10
+No.4 Coarse fraction (g):33.40 32.66 Gs:2.7 Assumed
‐No.4 Split fraction (g):109.11 96.68 Bulb No.7 Hyd. fraction: 94.03
0.00 0.00 Cylinder ID:N21 Dispersion device:Air‐jet
Hydrometer fraction (g):61.75 55.00 Elapsed time Temp.Hydrometer Grain Size % Soil in 
 First Split fraction: 0.958 (min) (°C) Reading (mm) Suspension
1.000 1 20.6 38.0 0.0436 55.72
Accum. Grain Size Percent 2 20.6 36.5 0.0312 53.19
Sieve Wt. Ret. (g)(mm) Finer 4 20.6 35.5 0.0222 51.49
6"‐150 ‐15 20.6 33.5 0.0116 48.11
4"‐100 ‐30 20.6 32.0 0.0083 45.58
3"‐75 ‐60 20.4 30.0 0.0060 42.08
1.5"‐37.5 ‐120 20.9 29.0 0.0042 40.68
1"‐25 ‐240 20.9 27.5 0.0030 38.14
3/4"‐19 100.0 500 20.8 26.0 0.0021 35.55
3/8" 13.88 9.5 98.2 1440 20.5 23.0 0.0013 30.31
No.4 32.66 4.75 95.8 <=1st Split
No.10 1.82 2 94.0 <=Split hyd.
No.20 3.76 0.85 92.1
No.40 6.96 0.425 88.9
No.60 11.22 0.25 84.7
No.100 16.76 0.15 79.2
No.140 21.11 0.106 74.9
No.200 25.40 0.075 70.7 Gravel (%):4.2
 Sand (%):25.2
Fines (%):70.7
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[PSDHYDv5.xlsm]1
Langan LB‐1094
ASTM D6913 and ASTM D7928
M03255‐100 (170529901) S‐4
Tank 5 Testing 6'
12/10/2024 Reddish brown clay with sand
RH/JG
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t
 fi
n
e
r
 by
 we
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
Particle‐Size Distribution (Gradation) of Soils Using Sieve Analysis
(In general accordance with ASTM D6913 and ASTM D7928)© IGES 2019, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Description:
By:
ASTM Standard(s)Water content data C.F.1(+No.10)S.F.1(‐No.10)Hyd.(‐No.10)
Split:Yes Moist soil + tare (g):443.09 33.54 0.00 33.54
 First Split sieve:No.10 Dry soil + tare (g):439.26 32.96 0.00 32.96
Second split:No Tare (g):127.92 23.63 0.00 23.63
 Water content (%):1.23 6.22 0.00 6.22
Moist Dry Hydrometer data
Total sample wt. (g):663.84 639.60 Hyd. split:No.10
+No.10 Coarse fraction (g):315.18 311.35 Gs:2.7 Assumed
‐No.10 Split fraction (g):58.42 55.00 Bulb No.7 Hyd. fraction: 51.32
0.00 0.00 Cylinder ID:N10 Dispersion device:Air‐jet
Hydrometer fraction (g):58.42 55.00 Elapsed time Temp.Hydrometer Grain Size % Soil in 
 First Split fraction: 0.513 (min) (°C) Reading (mm) Suspension
1.000 1 20.5 27.0 0.0472 20.23
Accum. Grain Size Percent 2 20.5 25.0 0.0338 18.39
Sieve Wt. Ret. (g)(mm) Finer 4 20.5 23.5 0.0242 17.00
6"‐150 ‐15 20.5 20.5 0.0127 14.23
4"‐100 ‐30 20.5 19.5 0.0090 13.31
3"‐75 ‐60 20.6 18.5 0.0064 12.42
1.5"‐37.5 ‐120 21.1 17.5 0.0046 11.66
1"‐25 100.0 240 21.0 16.5 0.0033 10.70
3/4" 72.59 19 88.7 500 20.8 16.0 0.0023 10.18
3/8" 164.93 9.5 74.2 1440 20.9 14.0 0.0013 8.36
No.4 245.13 4.75 61.7
No.10 311.35 2 51.3 <=1st Split
No.20 7.39 0.85 44.4
No.40 13.04 0.425 39.2
No.60 17.41 0.25 35.1
No.100 21.15 0.15 31.6
No.140 23.48 0.106 29.4
No.200 26.35 0.075 26.7 Gravel (%):38.3
 Sand (%):34.9
Fines (%):26.7
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[PSDHYDv5.xlsm]2
Langan LB‐1094
ASTM D6913 and ASTM D7928
M03255‐100 (170529901) S‐6
Tank 5 Testing 10'
12/11/2024 Brown clayey gravel with sand
JG
These results are in 
nonconformance with 
ASTM D6913 and ASTM 
D7928 because the 
minimum dry mass was 
not met.
3 in No.4 No.2003/4 in No.10 No.40
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Pe
r
c
e
n
t
 fi
n
e
r
 by
 we
i
g
h
t
Grain size (mm)
Mechanical
Hydrometer
One-Dimensional Consolidation Properties of Soils
(ASTM D2435)© IGES 2006, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Engineering Classification:
Sample type:

Test method:A Stress (psf) Dial (in.)1-D v (%)Hc (in.)e
Inundation stress (psf), timing:200 Completion Seating 0.0000 0.00 0.9220 0.7293
Specific gravity, Gs 2.70 Assumed 100 0.0001 0.01 0.9219 0.7291Swell (%) 0.02 200 0.0014 0.15 0.9206 0.7267
Swell stress (psf) 200 200 0.0012 0.13 0.9208 0.7271
Water type used for inundation Tap 400 0.0043 0.47 0.9177 0.7213
Initial (o)Final (f)800 0.0161 1.75 0.9059 0.6991
Sample height, H (in.)0.922 0.774 1600 0.0360 3.91 0.8860 0.6617
Sample diameter, D (in.)2.412 2.412 3200 0.0607 6.58 0.8613 0.6155
Wt. rings + wet soil (g)172.47 170.79 6400 0.0889 9.64 0.8331 0.5626
Wt. rings/tare (g)45.47 45.47 12800 0.1197 12.98 0.8024 0.5049
Moist unit wt., m (pcf)114.8 134.91 25600 0.1502 16.29 0.7718 0.4477
Wet soil + tare (g)388.16 312.32 51200 0.1791 19.43 0.7429 0.3933
Dry soil + tare (g)356.45 294.51 25600 0.1781 19.32 0.7439 0.3952
Tare (g)178.56 185.03 6400 0.1705 18.50 0.7515 0.4095
Water content, w (%)17.8 16.3 1600 0.1606 17.42 0.7614 0.4280
Dry unit wt., d (pcf)97.5 116.0 400 0.1475 16.00 0.7745 0.4526Saturation0.66 0.97
Consolidation Measurements Soil properties from phase relations 'v (psf)v (%)
1-D Void Specific Gravity of Solids Gs 2.70 200 0.14
Point Strain Ratio Final Strain f 16.00 Swell -0.02
(%)e Moist mass before (g) MTo 127.0 Swell = 0.02 %
1 0.01 #### Moist mass after (g) MTf 125.3 C or S % Stress avg
2 0.15 #### Dry mass (g) Md 107.8
3 0.13 #### Initial water content (%)wo 17.8 -0.02 200 0.1415
4 0.47 #### Final water content (%)wf 16.3
5 1.75 #### Initial Volume (cm3)V0 69.04
6 3.91 ####Final Volume (cm3)Vf 57.99
7 6.58 ####Initial dry density (g/cm3)di 1.56
8 9.64 ####Final dry density (g/cm3)df 1.86
9 12.98 #### Initial dry unit weight (pcf)d0 97.5
10 16.29 #### Final dry unit weight (pcf)df 116.0
11 19.43 ####Area of Sample (cm2)A 29.48
12 19.32 ####Volume of Solids (cm3)VS 39.92
13 18.50 #### Equivalent Ht. of solids (cm) HS 1.35
14 17.42 #### Initial Ht. of Specimen (cm) H0 2.34
15 16.00 #### Final Ht. of specimen (cm) Hf 1.97
16 #N/A #### Void ratio before e0 0.729
17 #N/A #### Void ratio after ef 0.453
18 #N/A #### Initial saturation (%) S0 0.66
Final saturation (%) Sf 0.97
Entered:
Reviewed:Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[CONSOL_GCv1.xlsm]1
PP3C Full Suite 6'
Langan LB-783
M03255-086 (170529901) 2
12/14/2023 Brown sandy clay
Not requested
*Note: Cv, Cc, Cr, and p' to be determined
by Geotechnical Engineer.
CJ
Undisturbed-trimmed from Shelby tube
Swell = 0.02 %
0
2
4
6
8
10
12
14
16
18
20
100 1000 10000 100000
Ve
r
t
i
c
a
l

S
t
r
a
i
n
,

v
(%
)
Effective Consolidation Stress, 'vc (psf)
One-Dimensional Consolidation Properties of Soils
(ASTM D2435)© IGES 2006, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Engineering Classification:
Sample type:

Test method:A Stress (psf) Dial (in.)1-D v (%)Hc (in.)e
Inundation stress (psf), timing:200 Completion Seating 0.0000 0.00 0.9220 0.7901
Specific gravity, Gs 2.70 Assumed 100 0.0002 0.02 0.9218 0.7898Swell (%) 3.36 200 0.0002 0.02 0.9218 0.7897
Swell stress (psf) 200 200 -0.0308 -3.34 0.9528 0.8499
Water type used for inundation Tap 400 -0.0298 -3.23 0.9518 0.8480
Initial (o)Final (f)800 -0.0272 -2.95 0.9492 0.8430
Sample height, H (in.)0.922 0.912 1600 -0.0222 -2.41 0.9442 0.8332
Sample diameter, D (in.)2.404 2.404 3200 -0.0139 -1.50 0.9359 0.8171
Wt. rings + wet soil (g)175.89 180.12 6400 -0.0008 -0.09 0.9228 0.7917
Wt. rings/tare (g)44.84 44.84 12800 0.0187 2.03 0.9033 0.7538
Moist unit wt., m (pcf)119.3 124.49 25600 0.0441 4.79 0.8779 0.7045
Wet soil + tare (g)333.63 283.91 51200 0.0633 6.86 0.8587 0.6673
Dry soil + tare (g)290.42 252.56 25600 0.0593 6.43 0.8627 0.6750
Tare (g)128.57 150.72 6400 0.0390 4.23 0.8830 0.7145
Water content, w (%)26.7 30.8 1600 0.0150 1.63 0.9070 0.7610
Dry unit wt., d (pcf)94.2 95.2 400 0.0100 1.08 0.9120 0.7708Saturation0.91 1.00
Consolidation Measurements Soil properties from phase relations 'v (psf)v (%)
1-D Void Specific Gravity of Solids Gs 2.70 200 -1.66
Point Strain Ratio Final Strain f 1.08 Swell -3.36
(%)e Moist mass before (g) MTo 131.1 Swell = 3.36 %
1 0.02 #### Moist mass after (g) MTf 135.3 C or S % Stress avg
2 0.02 #### Dry mass (g) Md 103.4
3 -3.34 #### Initial water content (%)wo 26.7 -3.36 200 -1.6558
4 -3.23 #### Final water content (%)wf 30.8
5 -2.95 #### Initial Volume (cm3)V0 68.58
6 -2.41 ####Final Volume (cm3)Vf 67.84
7 -1.50 ####Initial dry density (g/cm3)di 1.51
8 -0.09 ####Final dry density (g/cm3)df 1.52
9 2.03 #### Initial dry unit weight (pcf)d0 94.2
10 4.79 #### Final dry unit weight (pcf)df 95.2
11 6.86 ####Area of Sample (cm2)A 29.28
12 6.43 ####Volume of Solids (cm3)VS 38.31
13 4.23 #### Equivalent Ht. of solids (cm) HS 1.31
14 1.63 #### Initial Ht. of Specimen (cm) H0 2.34
15 1.08 #### Final Ht. of specimen (cm) Hf 2.32
16 #N/A #### Void ratio before e0 0.790
17 #N/A #### Void ratio after ef 0.771
18 #N/A #### Initial saturation (%) S0 0.91
Final saturation (%) Sf 1.08
Entered:
Reviewed:Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[CONSOL_GCv1.xlsm]2
Langan LB-1042
M03255-086 (170529901) 5
PP3C Full Suite 8'
12/14/2023 Brown clay with sand
CJ Not requested
Undisturbed-trimmed from thin-wall
*Note: Cv, Cc, Cr, and p' to be determined
by Geotechnical Engineer.
Swell = 3.36 %
-4
-2
0
2
4
6
8
100 1000 10000 100000
Ve
r
t
i
c
a
l

S
t
r
a
i
n
,

v
(%
)
Effective Consolidation Stress, 'vc (psf)
One-Dimensional Consolidation Properties of Soils
(ASTM D2435)© IGES 2006, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Engineering Classification:
Sample type:

Test method:A Stress (psf) Dial (in.)1-D v (%)Hc (in.)e
Inundation stress (psf), timing:200 Completion Seating 0.0000 0.00 0.9190 0.7908
Specific gravity, Gs 2.70 Assumed 100 -0.0002 -0.02 0.9192 0.7911Swell (%) 2.92 200 0.0002 0.02 0.9188 0.7905
Swell stress (psf) 200 200 -0.0266 -2.90 0.9456 0.8427
Water type used for inundation Tap 400 -0.0267 -2.90 0.9457 0.8428
Initial (o)Final (f)800 -0.0253 -2.75 0.9443 0.8401
Sample height, H (in.)0.919 0.905 1600 -0.0223 -2.43 0.9413 0.8343
Sample diameter, D (in.)2.402 2.402 3200 -0.0152 -1.66 0.9342 0.8205
Wt. rings + wet soil (g)175.13 177.38 6400 -0.0037 -0.40 0.9227 0.7981
Wt. rings/tare (g)44.54 44.54 12800 0.0134 1.46 0.9056 0.7648
Moist unit wt., m (pcf)119.5 123.43 25600 0.0346 3.76 0.8844 0.7234
Wet soil + tare (g)327.96 253.86 51200 0.0611 6.65 0.8579 0.6717
Dry soil + tare (g)285.33 223.86 25600 0.0574 6.24 0.8616 0.6791
Tare (g)127.01 120.80 6400 0.0392 4.26 0.8798 0.7145
Water content, w (%)26.9 29.1 1600 0.0173 1.88 0.9018 0.7572
Dry unit wt., d (pcf)94.1 95.6 400 0.0143 1.55 0.9047 0.7631Saturation0.92 1.00
Consolidation Measurements Soil properties from phase relations 'v (psf)v (%)
1-D Void Specific Gravity of Solids Gs 2.70 200 -1.44
Point Strain Ratio Final Strain f 1.55 Swell -2.92
(%)e Moist mass before (g) MTo 130.6 Swell = 2.92 %
1 -0.02 #### Moist mass after (g) MTf 132.8 C or S % Stress avg
2 0.02 #### Dry mass (g) Md 102.9
3 -2.90 #### Initial water content (%)wo 26.9 -2.92 200 -1.4379
4 -2.90 #### Final water content (%)wf 29.1
5 -2.75 #### Initial Volume (cm3)V0 68.24
6 -2.43 ####Final Volume (cm3)Vf 67.18
7 -1.66 ####Initial dry density (g/cm3)di 1.51
8 -0.40 ####Final dry density (g/cm3)df 1.53
9 1.46 #### Initial dry unit weight (pcf)d0 94.1
10 3.76 #### Final dry unit weight (pcf)df 95.6
11 6.65 ####Area of Sample (cm2)A 29.24
12 6.24 ####Volume of Solids (cm3)VS 38.11
13 4.26 #### Equivalent Ht. of solids (cm) HS 1.30
14 1.88 #### Initial Ht. of Specimen (cm) H0 2.33
15 1.55 #### Final Ht. of specimen (cm) Hf 2.30
16 #N/A #### Void ratio before e0 0.791
17 #N/A #### Void ratio after ef 0.763
18 #N/A #### Initial saturation (%) S0 0.92
Final saturation (%) Sf 1.03
Entered:
Reviewed:Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[CONSOL_GCv1.xlsm]3
Langan LB-1043
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/14/2023 Brown clay
CJ Not requested
Undisturbed-trimmed from thin-wall
*Note: Cv, Cc, Cr, and p' to be determined
by Geotechnical Engineer.
Swell = 2.92 %
-4
-2
0
2
4
6
8
100 1000 10000 100000
Ve
r
t
i
c
a
l

S
t
r
a
i
n
,

v
(%
)
Effective Consolidation Stress, 'vc (psf)
One-Dimensional Consolidation Properties of Soils
(ASTM D2435)© IGES 2006, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Engineering Classification:
Sample type:

Test method:A Stress (psf) Dial (in.)1-D v (%)Hc (in.)e
Inundation stress (psf), timing:200 Completion Seating 0.0000 0.00 0.9200 1.0600
Specific gravity, Gs 2.70 Assumed 100 0.0002 0.03 0.9198 1.0595Swell (%) 1.09 200 0.0009 0.10 0.9191 1.0580
Swell stress (psf) 200 200 -0.0091 -0.99 0.9291 1.0804
Water type used for inundation Tap 400 -0.0082 -0.89 0.9282 1.0783
Initial (o)Final (f)800 -0.0034 -0.37 0.9234 1.0676
Sample height, H (in.)0.920 0.870 1600 0.0061 0.66 0.9139 1.0464
Sample diameter, D (in.)2.405 2.405 3200 0.0203 2.20 0.8997 1.0146
Wt. rings + wet soil (g)166.14 167.81 6400 0.0396 4.30 0.8804 0.9713
Wt. rings/tare (g)45.11 45.11 12800 0.0631 6.86 0.8569 0.9187
Moist unit wt., m (pcf)110.3 118.24 25600 0.0935 10.16 0.8265 0.8506
Wet soil + tare (g)332.64 248.31 51200 0.1246 13.54 0.7954 0.7810
Dry soil + tare (g)278.39 215.78 25600 0.1177 12.79 0.8023 0.7964
Tare (g)122.63 127.13 6400 0.0990 10.77 0.8210 0.8382
Water content, w (%)34.8 36.7 1600 0.0705 7.66 0.8495 0.9021
Dry unit wt., d (pcf)81.8 86.5 400 0.0497 5.40 0.8703 0.9487Saturation0.89 1.00
Consolidation Measurements Soil properties from phase relations 'v (psf)v (%)
1-D Void Specific Gravity of Solids Gs 2.70 200 -0.45
Point Strain Ratio Final Strain f 5.40 Swell -1.09
(%)e Moist mass before (g) MTo 121.0 Swell = 1.09 %
1 0.03 #### Moist mass after (g) MTf 122.7 C or S % Stress avg
2 0.10 #### Dry mass (g) Md 89.8
3 -0.99 #### Initial water content (%)wo 34.8 -1.09 200 -0.4459
4 -0.89 #### Final water content (%)wf 36.7
5 -0.37 #### Initial Volume (cm3)V0 68.49
6 0.66 ####Final Volume (cm3)Vf 64.79
7 2.20 ####Initial dry density (g/cm3)di 1.31
8 4.30 ####Final dry density (g/cm3)df 1.39
9 6.86 #### Initial dry unit weight (pcf)d0 81.8
10 10.16 #### Final dry unit weight (pcf)df 86.5
11 13.54 ####Area of Sample (cm2)A 29.31
12 12.79 ####Volume of Solids (cm3)VS 33.25
13 10.77 #### Equivalent Ht. of solids (cm) HS 1.13
14 7.66 #### Initial Ht. of Specimen (cm) H0 2.34
15 5.40 #### Final Ht. of specimen (cm) Hf 2.21
16 #N/A #### Void ratio before e0 1.060
17 #N/A #### Void ratio after ef 0.949
18 #N/A #### Initial saturation (%) S0 0.89
Final saturation (%) Sf 1.04
Entered:
Reviewed:Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[CONSOL_GCv1.xlsm]4
Langan LB-1057
M03255-086 (170529901) 5
PP3C Full Suite 8'
12/18/2023 Brown clay with sand
CJ Not requested
Undisturbed-trimmed from thin-wall
*Note: Cv, Cc, Cr, and p' to be determined
by Geotechnical Engineer.
Swell = 1.09 %
-2
0
2
4
6
8
10
12
14
100 1000 10000 100000
Ve
r
t
i
c
a
l

S
t
r
a
i
n
,

v
(%
)
Effective Consolidation Stress, 'vc (psf)
One-Dimensional Consolidation Properties of Soils
(ASTM D2435)© IGES 2006, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Engineering Classification:
Sample type:

Test method:A Stress (psf) Dial (in.)1-D v (%)Hc (in.)e
Inundation stress (psf), timing:200 Completion Seating 0.0000 0.00 0.9210 0.5753
Specific gravity, Gs 2.70 Assumed 100 -0.0002 -0.02 0.9212 0.5756Swell (%) 5.26 200 0.0004 0.05 0.9206 0.5746
Swell stress (psf) 200 200 -0.0480 -5.22 0.9690 0.6575
Water type used for inundation Tap 400 -0.0464 -5.04 0.9674 0.6546
Initial (o)Final (f)800 -0.0423 -4.59 0.9633 0.6476
Sample height, H (in.)0.921 0.934 1600 -0.0327 -3.55 0.9537 0.6313
Sample diameter, D (in.)2.413 2.413 3200 -0.0188 -2.04 0.9398 0.6074
Wt. rings + wet soil (g)189.58 189.72 6400 -0.0038 -0.41 0.9248 0.5818
Wt. rings/tare (g)45.51 45.51 12800 0.0165 1.79 0.9045 0.5471
Moist unit wt., m (pcf)130.3 128.59 25600 0.0407 4.41 0.8804 0.5058
Wet soil + tare (g)235.02 287.16 51200 0.0674 7.31 0.8536 0.4601
Dry soil + tare (g)215.22 260.82 25600 0.0615 6.67 0.8595 0.4702
Tare (g)124.35 140.58 6400 0.0365 3.96 0.8845 0.5129
Water content, w (%)21.8 21.9 1600 0.0089 0.97 0.9121 0.5601
Dry unit wt., d (pcf)107.0 105.5 400 -0.0132 -1.44 0.9342 0.5980Saturation1.00 0.99
Consolidation Measurements Soil properties from phase relations 'v (psf)v (%)
1-D Void Specific Gravity of Solids Gs 2.70 200 -2.59
Point Strain Ratio Final Strain f -1.44 Swell -5.26
(%)e Moist mass before (g) MTo 144.1 Swell = 5.26 %
1 -0.02 #### Moist mass after (g) MTf 144.2 C or S % Stress avg
2 0.05 #### Dry mass (g) Md 118.3
3 -5.22 #### Initial water content (%)wo 21.8 -5.26 200 -2.5853
4 -5.04 #### Final water content (%)wf 21.9
5 -4.59 #### Initial Volume (cm3)V0 69.02
6 -3.55 ####Final Volume (cm3)Vf 70.01
7 -2.04 ####Initial dry density (g/cm3)di 1.71
8 -0.41 ####Final dry density (g/cm3)df 1.69
9 1.79 #### Initial dry unit weight (pcf)d0 107.0
10 4.41 #### Final dry unit weight (pcf)df 105.5
11 7.31 ####Area of Sample (cm2)A 29.50
12 6.67 ####Volume of Solids (cm3)VS 43.81
13 3.96 #### Equivalent Ht. of solids (cm) HS 1.49
14 0.97 #### Initial Ht. of Specimen (cm) H0 2.34
15 -1.44 #### Final Ht. of specimen (cm) Hf 2.37
16 #N/A #### Void ratio before e0 0.575
17 #N/A #### Void ratio after ef 0.598
18 #N/A #### Initial saturation (%) S0 1.02
Final saturation (%) Sf 0.99
Entered:
Reviewed:Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[CONSOL_GCv1.xlsm]5
Langan LB-1058
M03255-086 (170529901) 7
PP3C Full Suite 14'
12/15/2023 Brown clay
CJ Not requested
Undisturbed-trimmed from thin-wall
*Note: Cv, Cc, Cr, and p' to be determined
by Geotechnical Engineer.
Swell = 5.26 %
-6
-4
-2
0
2
4
6
8
100 1000 10000 100000
Ve
r
t
i
c
a
l

S
t
r
a
i
n
,

v
(%
)
Effective Consolidation Stress, 'vc (psf)
One-Dimensional Consolidation Properties of Soils
(ASTM D2435)© IGES 2006, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Engineering Classification:
Sample type:

Test method:A Stress (psf) Dial (in.)1-D v (%)Hc (in.)e
Inundation stress (psf), timing:200 Completion Seating 0.0000 0.00 0.9170 0.8289
Specific gravity, Gs 2.70 Assumed 100 0.0000 0.00 0.9170 0.8289Swell (%) 1.88 200 -0.0006 -0.07 0.9176 0.8301
Swell stress (psf) 200 200 -0.0178 -1.95 0.9348 0.8644
Water type used for inundation Tap 400 -0.0183 -2.00 0.9353 0.8654
Initial (o)Final (f)800 -0.0163 -1.77 0.9333 0.8613
Sample height, H (in.)0.917 0.914 1600 -0.0110 -1.20 0.9280 0.8508
Sample diameter, D (in.)2.412 2.412 3200 -0.0048 -0.52 0.9218 0.8384
Wt. rings + wet soil (g)179.60 180.86 6400 0.0092 1.01 0.9078 0.8104
Wt. rings/tare (g)46.57 46.57 12800 0.0299 3.26 0.8871 0.7692
Moist unit wt., m (pcf)121.0 122.45 25600 0.0575 6.27 0.8595 0.7143
Wet soil + tare (g)324.52 257.26 51200 0.0732 7.99 0.8438 0.6828
Dry soil + tare (g)276.88 224.68 25600 0.0723 7.88 0.8447 0.6847
Tare (g)124.36 124.35 6400 0.0549 5.98 0.8621 0.7194
Water content, w (%)31.2 32.5 1600 0.0313 3.41 0.8857 0.7665
Dry unit wt., d (pcf)92.2 92.4 400 0.0027 0.29 0.9143 0.8235Saturation1.00 1.00
Consolidation Measurements Soil properties from phase relations 'v (psf)v (%)
1-D Void Specific Gravity of Solids Gs 2.70 200 -1.01
Point Strain Ratio Final Strain f 0.29 Swell -1.88
(%)e Moist mass before (g) MTo 133.0 Swell = 1.88 %
1 0.00 #### Moist mass after (g) MTf 134.3 C or S % Stress avg
2 -0.07 #### Dry mass (g) Md 101.4
3 -1.95 #### Initial water content (%)wo 31.2 -1.88 200 -1.0063
4 -2.00 #### Final water content (%)wf 32.5
5 -1.77 #### Initial Volume (cm3)V0 68.66
6 -1.20 ####Final Volume (cm3)Vf 68.46
7 -0.52 ####Initial dry density (g/cm3)di 1.48
8 1.01 ####Final dry density (g/cm3)df 1.48
9 3.26 #### Initial dry unit weight (pcf)d0 92.2
10 6.27 #### Final dry unit weight (pcf)df 92.4
11 7.99 ####Area of Sample (cm2)A 29.48
12 7.88 ####Volume of Solids (cm3)VS 37.54
13 5.98 #### Equivalent Ht. of solids (cm) HS 1.27
14 3.41 #### Initial Ht. of Specimen (cm) H0 2.33
15 0.29 #### Final Ht. of specimen (cm) Hf 2.32
16 #N/A #### Void ratio before e0 0.829
17 #N/A #### Void ratio after ef 0.824
18 #N/A #### Initial saturation (%) S0 1.02
Final saturation (%) Sf 1.06
Entered:
Reviewed:Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[CONSOL_GCv1.xlsm]6
Langan LB-1060
M03255-086 (170529901) 3
PP3C Full Suite 4'
12/18/2023 Brown clay with sand
CJ Not requested
Undisturbed-trimmed from thin-wall
*Note: Cv, Cc, Cr, and p' to be determined
by Geotechnical Engineer.
Swell = 1.88 %
-3
0
3
6
9
100 1000 10000 100000
Ve
r
t
i
c
a
l

S
t
r
a
i
n
,

v
(%
)
Effective Consolidation Stress, 'vc (psf)
One-Dimensional Consolidation Properties of Soils
(ASTM D2435)© IGES 2006, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Engineering Classification:
Sample type:

Test method:A Stress (psf) Dial (in.)1-D v (%)Hc (in.)e
Inundation stress (psf), timing:200 Completion Seating 0.0000 0.00 0.9230 0.5942
Specific gravity, Gs 2.70 Assumed 100 0.0002 0.02 0.9228 0.5940Swell (%) 4.48 200 0.0003 0.04 0.9227 0.5937
Swell stress (psf) 200 200 -0.0410 -4.44 0.9640 0.6651
Water type used for inundation Tap 400 -0.0379 -4.11 0.9609 0.6597
Initial (o)Final (f)800 -0.0334 -3.62 0.9564 0.6519
Sample height, H (in.)0.923 0.901 1600 -0.0237 -2.57 0.9467 0.6351
Sample diameter, D (in.)2.408 2.408 3200 -0.0113 -1.22 0.9343 0.6137
Wt. rings + wet soil (g)179.68 187.97 6400 0.0043 0.46 0.9187 0.5868
Wt. rings/tare (g)44.29 44.29 12800 0.0237 2.57 0.8993 0.5533
Moist unit wt., m (pcf)122.7 133.42 25600 0.0479 5.19 0.8751 0.5115
Wet soil + tare (g)224.90 257.93 51200 0.0710 7.69 0.8520 0.4716
Dry soil + tare (g)210.85 232.17 25600 0.0669 7.25 0.8561 0.4786
Tare (g)123.35 120.96 6400 0.0522 5.66 0.8708 0.5040
Water content, w (%)16.1 23.2 1600 0.0377 4.08 0.8853 0.5292
Dry unit wt., d (pcf)105.7 108.3 400 0.0221 2.40 0.9009 0.5560Saturation0.73 1.00
Consolidation Measurements Soil properties from phase relations 'v (psf)v (%)
1-D Void Specific Gravity of Solids Gs 2.70 200 -2.20
Point Strain Ratio Final Strain f 2.40 Swell -4.48
(%)e Moist mass before (g) MTo 135.4 Swell = 4.48 %
1 0.02 #### Moist mass after (g) MTf 143.7 C or S % Stress avg
2 0.04 #### Dry mass (g) Md 116.7
3 -4.44 #### Initial water content (%)wo 16.1 -4.48 200 -2.2039
4 -4.11 #### Final water content (%)wf 23.2
5 -3.62 #### Initial Volume (cm3)V0 68.88
6 -2.57 ####Final Volume (cm3)Vf 67.23
7 -1.22 ####Initial dry density (g/cm3)di 1.69
8 0.46 ####Final dry density (g/cm3)df 1.74
9 2.57 #### Initial dry unit weight (pcf)d0 105.7
10 5.19 #### Final dry unit weight (pcf)df 108.3
11 7.69 ####Area of Sample (cm2)A 29.38
12 7.25 ####Volume of Solids (cm3)VS 43.21
13 5.66 #### Equivalent Ht. of solids (cm) HS 1.47
14 4.08 #### Initial Ht. of Specimen (cm) H0 2.34
15 2.40 #### Final Ht. of specimen (cm) Hf 2.29
16 #N/A #### Void ratio before e0 0.594
17 #N/A #### Void ratio after ef 0.556
18 #N/A #### Initial saturation (%) S0 0.73
Final saturation (%) Sf 1.12
Entered:
Reviewed:Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[CONSOL_GCv1.xlsm]7
Langan LB-1075
M03255-086 (170529901) 4
PP3C Full Suite 6'
12/18/2023 Brown clayey gravel with sand
CJ Not requested
Undisturbed-trimmed from thin-wall
*Note: Cv, Cc, Cr, and p' to be determined
by Geotechnical Engineer.
Swell = 4.48 %
-6
-4
-2
0
2
4
6
8
100 1000 10000 100000
Ve
r
t
i
c
a
l

S
t
r
a
i
n
,

v
(%
)
Effective Consolidation Stress, 'vc (psf)
Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils
(ASTM D2850)© IGES 2015, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Sample type:
Specific gravity, Gs 2.70 Assumed
Sample height, H (in.)5.999
Sample diameter, D (in.)2.877
Sample volume, V (ft3)0.0226 Wet soil + tare (g)459.02
Wt. rings + wet soil (g)1324.59 Dry soil + tare (g)402.11
Wt. rings/tare (g)0.00 Tare (g)127.09
Moist soil, Ws (g) 1324.59 Water content, w (%)20.7
Moist unit wt., m (pcf)129.4 Confining stress,3 (psf)595
Dry unit wt., d (pcf)107.2 Shear rate (in/min) 0.0180
Saturation (%)97.2 Strain at failure, f (%)5.01
Void ratio, e 0.58 Deviator stress at failure, 1-3)f (psf)5985
Axial d Q Shear stress at failure, qf = 1-3)f/2 (psf)2992
Strain 1-3 1/2 d
0.00 79.5 39.8
0.05 441.4 220.70.10 672.1 336.0
0.15 870.1 435.00.20 1055.6 527.8
0.25 1237.6 618.80.30 1422.8 711.40.35 1605.3 802.6 Maximum data point 280.40 1766.5 883.3 Strain at max deviator stress 5.010.45 1926.1 963.1 Max deviator stress 5984.540.50 2088.0 1044.0 Max shear stress 2992.27220.75 2774.6 1387.3
1.00 3373.0 1686.51.25 3873.3 1936.6
1.50 4296.8 2148.41.75 4625.4 2312.72.00 4888.7 2444.42.25 5107.1 2553.52.50 5288.3 2644.2
2.76 5420.3 2710.13.00 5550.8 2775.4
3.25 5651.8 2825.93.50 5740.3 2870.2
3.76 5811.7 2905.94.01 5870.1 2935.04.26 5909.8 2954.9
4.51 5951.0 2975.54.76 5977.7 2988.9
5.01 5984.5 2992.35.51 5965.9 2982.9
6.01 5907.6 2953.86.51 5824.2 2912.16.86 5706.0 2853.07.01 5693.7 2846.97.51 5425.3 2712.6
8.01 5260.2 2630.18.51 5145.6 2572.8
9.01 5086.9 2543.59.51 5017.2 2508.6
10.01 4966.1 2483.010.51 4915.6 2457.811.01 4892.1 2446.011.51 4838.9 2419.412.01 4797.9 2399.0
12.52 4794.4 2397.213.02 4781.3 2390.6
13.52 4781.4 2390.714.01 4798.2 2399.1
14.52 4824.3 2412.1
Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[UU_GTv2.xlsm]1
Langan LB-783
M03255-086 (170529901) 2
PP3C Full Suite 6'
Entered by:___________
Reviewed:___________
12/13/2023 Brown sandy clay
CJ Undisturbed-trimmed from Shelby tube
5985
0
500
1000
1500
2000
2500
3000
3500
4000
4500
5000
5500
6000
6500
0 5 10 15
De
v
i
a
t
o
r

s
t
r
e
s
s
,

1-3
(p
s
f
)
Axial strain (%)
Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils
(ASTM D2850)© IGES 2015, 2023
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Sample type:
Specific gravity, Gs 2.70 Assumed
Sample height, H (in.)4.997
Sample diameter, D (in.)2.382
Sample volume, V (ft3)0.0129 Wet soil + tare (g)333.63
Wt. rings + wet soil (g)961.86 Dry soil + tare (g)290.42
Wt. rings/tare (g)238.32 Tare (g)128.57
Moist soil, Ws (g) 723.54 Water content, w (%)26.7
Moist unit wt., m (pcf)123.8 Confining stress,3 (psf)651
Dry unit wt., d (pcf)97.7 Shear rate (in/min) 0.0150
Saturation (%)99.0 Strain at failure, f (%)2.50
Void ratio, e 0.73 Deviator stress at failure, 1-3)f (psf)6578
Axial d Q Shear stress at failure, qf = 1-3)f/2 (psf)3289
Strain 1-3 1/2 d
0.00 94.8 47.4
0.05 18.6 9.30.10 32.1 16.1
0.15 232.8 116.40.20 605.9 303.0
0.25 977.3 488.60.30 1370.4 685.20.35 1687.1 843.5 Maximum data point 180.40 2173.6 1086.8 Strain at max deviator stress 2.50.45 2591.6 1295.8 Max deviator stress 6578.070.50 2989.1 1494.5 Max shear stress 3289.03350.75 4548.7 2274.4
1.00 5423.3 2711.61.25 5906.1 2953.0
1.50 6193.9 3097.01.75 6377.6 3188.82.00 6500.5 3250.22.25 6562.6 3281.32.50 6578.1 3289.0
2.75 6565.0 3282.53.00 6544.4 3272.2
3.25 6505.6 3252.83.50 6453.2 3226.6
3.75 6390.0 3195.04.00 6312.2 3156.14.16 6257.0 3128.5
4.25 6229.2 3114.64.50 6105.6 3052.8
4.75 5979.0 2989.55.00 5882.3 2941.1
5.50 5721.4 2860.76.00 5577.2 2788.66.51 5407.1 2703.67.00 5275.4 2637.77.51 5161.7 2580.8
8.01 5056.5 2528.38.51 4980.3 2490.2
9.01 4937.2 2468.69.51 4893.7 2446.9
10.01 4902.4 2451.210.51 4892.1 2446.011.01 4890.5 2445.211.51 4860.2 2430.112.01 4842.6 2421.3
12.51 4806.8 2403.413.01 4787.0 2393.5
13.51 4793.0 2396.514.01 4778.2 2389.1
14.51 4753.6 2376.8
Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[UU_GTv2.xlsm]2
Entered by:___________
Reviewed:___________
12/14/2023 Brown clay with sand
CJ Undisturbed-trimmed from thin-wall
Langan LB-1042
M03255-086 (170529901) 5
PP3C Full Suite 8'
6578
0
1000
2000
3000
4000
5000
6000
7000
0 5 10 15
De
v
i
a
t
o
r

s
t
r
e
s
s
,

1-3
(p
s
f
)
Axial strain (%)
Unconsolidated‐Undrained Triaxial Compression Test on Cohesive Soils
(ASTM D2850)© IGES 2015, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Sample type:
Specific gravity, Gs 2.70 Assumed
Sample height, H (in.)5.705   
Sample diameter, D (in.)2.405
Sample volume, V (ft3)0.0150 Wet soil + tare (g)269.11
Wt. rings + wet soil (g)894.30 Dry soil + tare (g)254.33
Wt. rings/tare (g)0.00 Tare (g)127.35
Moist soil, Ws (g) 894.30 Water content, w (%)11.6
Moist unit wt., m (pcf)131.5 Confining stress, 3 (psf)1984
Dry unit wt., d (pcf)117.7 Shear rate (in/min) 0.0171
Saturation (%)72.4 Strain at failure, f  (%)3.51
Void ratio, e 0.43 Deviator stress at failure, (1‐3)f (psf)19700
Axial d Q Shear stress at failure, qf = (1‐3)f/2 (psf)9850
Strain 1‐3 1/2 d
0.00 215.7 107.9
0.06 998.1 499.1
0.11 1604.6 802.3
0.16 2248.1 1124.1
0.21 2995.0 1497.5
0.26 3755.1 1877.5
0.31 4534.2 2267.1
0.36 5299.3 2649.6 Maximum data point 22
0.41 6058.4 3029.2 Strain at max deviator stress 3.51
0.46 6758.9 3379.4 Max deviator stress 19700.16
0.51 7451.0 3725.5 Max shear stress 9850.07760.76 10495.3 5247.7
1.01 12915.2 6457.6
1.26 14785.3 7392.7
1.51 16157.4 8078.7
1.76 17195.6 8597.8
2.01 17966.3 8983.1
2.26 18553.7 9276.9
2.51 18972.0 9486.0
2.76 19286.2 9643.1
3.01 19519.8 9759.9
3.26 19670.2 9835.1
3.51 19700.2 9850.1
3.76 19517.7 9758.9
4.01 19352.4 9676.2
4.26 19164.2 9582.1
4.51 18942.9 9471.4
4.67 18747.5 9373.7
4.76 18545.5 9272.8
5.01 17529.0 8764.5
5.51 15397.0 7698.5
6.01 14607.6 7303.8
6.51 14435.5 7217.7
7.01 14172.4 7086.2
7.51 14077.1 7038.6
8.01 14140.8 7070.4
8.51 14034.8 7017.4
9.01 14144.9 7072.4
9.51 14244.2 7122.1
10.01 14352.4 7176.2
10.51 14579.2 7289.6
11.01 15029.4 7514.7
11.51 14973.6 7486.8
12.01 14973.7 7486.8
12.51 15050.8 7525.4
13.02 15171.6 7585.8
13.52 15213.4 7606.7
14.01 15215.8 7607.9
14.51 15188.4 7594.2
15.00 15000.5 7500.3
Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[UU_GTv2.xlsm]1
Langan LB‐1094
M03255‐100 (170529901) S‐4
Tank 5 Testing 6'
Entered by:___________
Reviewed:___________
12/10/2024 Reddish brown clay with sand
RH Undisturbed‐trimmed from thin‐wall
19700
0
2000
4000
6000
8000
10000
12000
14000
16000
18000
20000
0 5 10 15
De
v
i
a
t
o
r
 st
r
e
s
s
 (p
s
f
)
Axial strain (%)
Direct Shear Test for Soils Under Drained Conditions
(ASTM D3080)© IGES 2009, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Date:Sample Description:
By:Sample type:
Test type: Dry unit weight 110.5 pcf
Lateral displacement (in.):0.3 at 8.1 (%) w
Shear rate (in./min):0.0017 Compaction specifications:Provided by client
Specific gravity, Gs:2.70 Assumed
Nominal normal stress (psf)
Peak shear stress (psf)
Lateral displacement at peak (in)
Load Duration (min)
Initial Pre‐shear Initial Pre‐shear Initial Pre‐shear
Sample height (in)1.002 0.918 0.995 0.950 0.995 0.967
Sample diameter (in)2.412 2.412 2.414 2.414 2.407 2.407
Wt. rings + wet soil (g)188.25 197.04 186.82 198.46 187.85 200.69
Wt. rings (g)44.71 44.71 44.05 44.05 45.88 45.88
Wet soil + tare (g)137.40 137.40 137.40
Dry soil + tare (g)136.15 136.15 136.15
Tare (g)120.74 120.74 120.74
Water content (%) 8.1 14.7 8.1 16.9 8.1 17.9
Dry unit weight (pcf) 110.5 120.5 110.5 115.6 110.5 113.6
Void ratio, e, for assumed Gs 0.53 0.40 0.53 0.46 0.53 0.48
Saturation (%)* 41.7 100.0 41.7 100.0 41.7 100.0
' (deg) 35 Average of 3 samples Initial Pre‐shear
c' (psf) 497 Water content (%) 8.1 16.5
Dry unit weight (pcf)110.5 116.6
Regression Total stress array Line fit
R2 =1.00 Table m b sn (psf) tf (psf)
Intercept (b) = 497.01 m 0.71 497.01 0.00 497.01
Slope (m) =0.71 se(n)0.05 257.28 9900.00 7478.02
f (deg) = 35.19 R2 1.00 275.04
c (psf) = 497.01 F 227.87 1.00
ss (reg)######## 75647.47
Normal stress (psf)9000 3000 1000
Peak shear stress (psf)6789 2828 1040
Ms (g) 132.7702 132.7702 132.058 132.058 131.318 131.318
Vt (cm^3)75.03 68.74 74.63 71.26 74.19 72.13
Vs (cm^3)49.17 49.17 48.91 48.91 48.64 48.64
Vw (cm^3)10.77 19.56 10.71 22.35 10.65 23.49
Vv (cm^3)25.85 19.56 25.72 22.35 25.56 23.49
e 0.53 0.40 0.53 0.46 0.53 0.48
Va (cm^3)15.08 0.00 15.00 0.00 14.91 0.00
S 0.42 1.00 0.42 1.00 0.42 1.00
9000 psf 3000 psf 1000 psf
Comments:
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[DS_GTv1.xlsm]1
2466 2481 2511
*Pre‐shear saturation set to 100% for phase calculations
Test specimens remolded at as received water content and estimated standard proctor effort using material passing the No. 
4 sieve.
6789 2828 1040
0.300 0.297 0.273
Sample 1Sample 2Sample 3
9000 3000 1000
Langan LB‐1094
M03255‐100 (170529901) S‐10
30'
12/17/2024 Brown clayey sand with gravel
PW Laboratory compacted
Inundated
Tank 5 Testing
0
1000
2000
3000
4000
5000
6000
7000
0.00 0.10 0.20 0.30
No
m
i
n
a
l
 sh
e
a
r
 st
r
e
s
s
 (p
s
f
)
0
3000
6000
9000
0 3000 6000 9000
No
m
i
n
a
l
 sh
e
a
r
 st
r
e
s
s
 (p
s
f
)
Nominal normal stress (psf)
9000 psf 3000 psf 1000 psf
‐0.040
‐0.030
‐0.020
‐0.010
0.000
0.010
0.00 0.10 0.20 0.30
No
r
m
a
l
 di
s
p
l
a
c
e
m
e
n
t
 (i
n
)
Lateral displacement (in)
Direct Shear Test for Soils Under Drained Conditions
(ASTM D3080)© IGES 2009, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Langan LB‐1094
M03255‐100 (170529901) S‐10
30'Tank 5 Testing
Nominal normal stress = 9000 psf Nominal normal stress = 3000 psf Nominal normal stress = 1000 psf
Lateral Nominal Normal Lateral Nominal Normal Lateral Nominal Normal
Displacement Shear Stress Displacement Displacement Shear Stress Displacement Displacement Shear Stress Displacement
(in.) (psf) (in.) (in.) (psf) (in.) (in.) (psf) (in.)
0.000 0 0.000 0.000 0 0.000 0.000 0 0.000
0.002 166 0.000 0.002 10 0.000 0.002 3 0.000
0.005 456 0.000 0.005 190 0.000 0.005 71 0.000
0.007 679 0.000 0.007 316 0.000 0.007 109 ‐0.001
0.010 859 ‐0.001 0.010 456 ‐0.001 0.010 138 ‐0.001
0.012 1038 ‐0.001 0.012 580 ‐0.001 0.012 163 ‐0.001
0.014 1213 ‐0.002 0.014 684 ‐0.002 0.014 195 ‐0.001
0.019 1533 ‐0.004 0.019 837 ‐0.003 0.019 263 ‐0.002
0.024 1868 ‐0.005 0.024 966 ‐0.005 0.024 354 ‐0.002
0.029 2183 ‐0.007 0.029 1075 ‐0.006 0.029 465 ‐0.002
0.034 2475 ‐0.009 0.034 1171 ‐0.007 0.034 548 ‐0.002
0.039 2726 ‐0.010 0.039 1243 ‐0.008 0.039 607 ‐0.002
0.044 2938 ‐0.012 0.044 1342 ‐0.009 0.044 664 ‐0.002
0.049 3140 ‐0.013 0.049 1425 ‐0.010 0.049 702 ‐0.002
0.054 3335 ‐0.014 0.054 1495 ‐0.011 0.054 734 ‐0.002
0.059 3528 ‐0.016 0.059 1559 ‐0.011 0.059 753 ‐0.002
0.064 3704 ‐0.017 0.064 1620 ‐0.012 0.064 776 ‐0.002
0.069 3853 ‐0.018 0.069 1682 ‐0.013 0.069 784 ‐0.001
0.074 4000 ‐0.019 0.074 1746 ‐0.014 0.074 796 ‐0.001
0.079 4150 ‐0.020 0.079 1785 ‐0.015 0.079 797 ‐0.001
0.084 4273 ‐0.020 0.084 1849 ‐0.016 0.084 805 ‐0.001
0.089 4416 ‐0.021 0.089 1896 ‐0.016 0.089 817 ‐0.001
0.094 4543 ‐0.022 0.094 1932 ‐0.017 0.094 821 ‐0.001
0.099 4673 ‐0.023 0.099 1974 ‐0.018 0.099 826 0.000
0.104 4782 ‐0.023 0.104 2017 ‐0.018 0.104 828 0.000
0.109 4886 ‐0.024 0.109 2055 ‐0.019 0.109 825 0.000
0.114 4976 ‐0.024 0.114 2086 ‐0.019 0.114 842 0.000
0.119 5051 ‐0.025 0.119 2117 ‐0.020 0.119 847 0.000
0.124 5128 ‐0.026 0.124 2153 ‐0.020 0.124 846 0.000
0.129 5208 ‐0.026 0.129 2172 ‐0.021 0.129 856 0.000
0.134 5318 ‐0.026 0.134 2215 ‐0.021 0.134 853 0.000
0.139 5396 ‐0.027 0.139 2247 ‐0.021 0.139 859 0.000
0.144 5452 ‐0.027 0.144 2268 ‐0.022 0.143 871 0.000
0.149 5542 ‐0.028 0.148 2297 ‐0.022 0.148 873 0.000
0.153 5606 ‐0.028 0.153 2313 ‐0.023 0.153 879 0.000
0.158 5664 ‐0.029 0.158 2353 ‐0.023 0.158 877 0.000
0.163 5682 ‐0.029 0.163 2367 ‐0.023 0.163 885 0.000
0.168 5706 ‐0.030 0.168 2409 ‐0.024 0.168 888 0.000
0.173 5787 ‐0.030 0.173 2425 ‐0.024 0.173 899 0.000
0.178 5834 ‐0.031 0.178 2457 ‐0.024 0.178 894 0.000
0.183 5874 ‐0.031 0.183 2483 ‐0.024 0.183 916 0.000
0.188 5965 ‐0.031 0.188 2494 ‐0.025 0.188 921 0.000
0.193 6032 ‐0.032 0.193 2513 ‐0.025 0.193 941 0.000
0.198 6060 ‐0.032 0.198 2534 ‐0.025 0.198 942 0.000
0.203 6114 ‐0.032 0.203 2549 ‐0.025 0.203 949 0.000
0.208 6155 ‐0.032 0.208 2578 ‐0.025 0.208 949 0.000
0.213 6221 ‐0.032 0.213 2588 ‐0.025 0.213 957 0.000
0.218 6289 ‐0.033 0.218 2603 ‐0.026 0.218 963 0.000
0.223 6316 ‐0.033 0.223 2617 ‐0.026 0.223 983 0.000
0.228 6379 ‐0.033 0.228 2634 ‐0.026 0.228 994 0.000
0.233 6411 ‐0.033 0.233 2648 ‐0.026 0.233 993 0.000
0.238 6482 ‐0.034 0.238 2681 ‐0.027 0.238 1001 0.000
0.243 6524 ‐0.034 0.243 2697 ‐0.027 0.243 1004 0.000
0.248 6537 ‐0.034 0.248 2718 ‐0.027 0.248 1020 0.000
0.253 6559 ‐0.034 0.253 2704 ‐0.027 0.253 1020 0.000
0.258 6605 ‐0.034 0.258 2717 ‐0.027 0.258 1025 0.000
0.263 6658 ‐0.035 0.263 2733 ‐0.027 0.263 1013 0.000
0.268 6674 ‐0.035 0.268 2741 ‐0.027 0.268 1035 0.000
0.273 6699 ‐0.035 0.273 2750 ‐0.027 0.273 1040 0.000
0.278 6724 ‐0.035 0.278 2772 ‐0.027 0.278 1021 0.000
0.283 6686 ‐0.035 0.283 2776 ‐0.027 0.282 1022 0.000
0.287 6723 ‐0.035 0.287 2815 ‐0.027 0.287 1038 0.000
0.292 6746 ‐0.036 0.292 2821 ‐0.027 0.292 1032 0.000
0.297 6760 ‐0.036 0.297 2828 ‐0.027 0.297 1027 0.000
0.300 6789 ‐0.036 0.300 2815 ‐0.027 0.300 1034 0.000
Direct Shear Test for Soils Under Drained Conditions
(ASTM D3080)© IGES 2009, 2024
Project: Boring No.:
No: Sample:
Location:Depth:
Langan LB‐1094
M03255‐100 (170529901) S‐10
30'Tank 5 Testing
0.050
0.055
0.060
0.065
0.070
0.075
0.080
0.085
0 5 10 15 20 25 30 35 40 45
Di
s
p
l
a
c
e
m
e
n
t
 (i
n
.
)
time (min1/2)
Langan
M03255-100 (170529901)
LB-1094 S-10 @ 30'
9000 psf
0.067
0.071
0.075
0.079
0.083
0.087
0.1 1 10 100 1000 10000
Di
s
p
l
a
c
e
m
e
n
t
 (i
n
.
)
time (min)
Langan
M03255‐100 (170529901)
LB‐1094 S‐10 @ 30'
9000 psf
Torsional Ring Shear Test to Determine Drained Residual
Shear Strength of Cohesive Soils © IGES 2007, 2022
(In general accordance with ASTM D6467)
Project: Boring No.:
No: Sample:
Location:Depth:
Date: Sample Description:
By:Engineering Classification:
Sample preparation:LL (%):47 CF a (%):11.2
Test type:PL (%):18 Gs assum.:2.7
Ring friction remarks:% Finer No. 200 (tested sample):72.4
Ring shear device: LL, PL = liquid and plastic limits, respectively
Sample presheared:aCF = %<0.002 mm and passing No. 10
Failure surface location:
inner/outter/avg. dia. (mm)70 100 85  stress  stress Horz. def Vert. def
inner/outter/avg. radii (mm)35 50 42.5 Units:(psf) (psf) (deg.) (in)
Thickness (mm)/area (cm^2):5 40.1 Conversion: 20885.434 2048.2 1 3.937E-05
Sample 1 Sample 2 Sample 3
Initial Final Initial Final Initial Final
Sample thickness (mm)4.65 5.00 5.00
Wt. container + wet soil (g)729.96 632.89 632.72
Wt. container (g)699.09 595.62 595.47
Wet soil + tare (g)50.06 160.28 31.61 158.90 31.61 41.30
Dry soil + tare (g)45.88 151.84 28.95 151.60 28.95 37.50
Tare (g)37.84 129.40 22.10 128.48 22.10 22.19
Water content (%) 52.0 37.6 38.8 31.6 38.8 24.8
Dry density (g/cm^3) 1.09 1.34 1.34
Saturation (%) 95.1 103.4 103.3
Sample 1 Sample 2 Sample 3
Normal load on lever arm (kg)2726
Conversion factor (kg/cm^2) to (psf): 2048.1614 2048.1614 2048.1614
Residual deformation (deg.) 10.305 16.881 38.253
Normal stress (psf) 1512 4068 13784
Residual shear stress (psf) 563 1744 4882
Peak shear stress (psf)581 1763 5149
Secant residual friction angle (deg) 20.4 23.2 19.5
Secant peak friction angle (deg) 21.0 23.4 20.5
Shear rate (deg/min)0.0274 0.0274 0.0274
Peak friction angle (deg) 20.7
Residual friction angle (deg) 19.8
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\036\[RingShearV2_3pts.xlsx]5
Langan LB-624
M03255-036 (170529901) S-14
WPR 44'
Brown sandy clay
EH Not requested
Screened over No.40 / remolded near liquid limit
Residual
Modified upper platen
Bromhead type, WF 25850 #2
Yes
Near top
3/10/2022
Staged
Torsional Ring Shear Test to Determine Drained Residual
Shear Strength of Cohesive Soils © IGES 2007, 2022
(In general accordance with ASTM D6467)
Project: Boring No.:
No: Sample:
Location:Depth:
Langan LB-624
M03255-036 (170529901) S-14
WPR 44'
Horizontal deflection (in) = Degrees rotation * 0.0292
Z:\PROJECTS\M03255_Langan_Engineering\036\[RingShearV2_3pts.xlsx]5
563
1744
4882
0
1000
2000
3000
4000
5000
6000
0.1 1 10 100
Sh
e
a
r

s
t
r
e
s
s

(
p
s
f
)
Horizontal deflection / Rotation (deg.)
1512 psf
4068 psf
13784 psf
-0.083
-0.081
-0.079
-0.077
-0.075
-0.073
-0.071
-0.069
0.1 1 10 100
Ve
r
t
i
c
a
l

d
e
f
l
e
c
t
i
o
n

(
i
n
)
Horizontal deflection / Rotation (deg.)
1512 psf
4068 psf
13784 psf
563
1744
4882
0
4000
8000
0 4000 8000 12000 16000
Sh
e
a
r

s
t
r
e
s
s

(
p
s
f
)
Normal stress (psf)
563
1744
4882
0
4000
8000
0 4000 8000 12000 16000
Sh
e
a
r

s
t
r
e
s
s

(
p
s
f
)
Normal stress (psf)
Minimum Laboratory Soil Resistivity, pH of Soil for Use in Corrosion Testing, and
Ions in Water by Chemically Suppressed Ion Chromatography (AASHTO T 288, T 289, ASTM D4327, and C1580)© IGES 2014, 2023
Project:
No:
Location:
Date:
By:
Boring No.
Sample
Depth
Wet soil + tare (g)
Dry soil + tare (g)
Tare (g)
Water content (%)
As is 13860 0.67 9286 As is 15520 0.67 10398
+3 7030 0.67 4710 +3 5390 0.67 3611
+6 3650 0.67 2446 +6 2240 0.67 1501
+9 3910 0.67 2620 +9 1210 0.67 811
+12 840 0.67 563
+15 1110 0.67 744
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[RESv3.xlsx]1
Ch
e
m
.

d
a
t
a
Miller Small
2
Soluble chloride (ppm)
41.56
44.38
50
<50
100
23.73
10.3
7.7
23.66
7.6
43.40
Resistance
Reading
(Ω)
<50Soluble sulfate (ppm)
Soil Box
Multiplier
(cm)
Approximate
Soil
condition
(%)
Resistivity
(Ω-cm)
2446
Re
s
i
s
t
i
v
i
t
y

d
a
t
a
Soil box
2Pin method
Miller Small
Minimum resistivity
(Ω-cm)
Approximate
Soil
condition
(%)
Resistivity
(Ω-cm)
563
Resistance
Reading
(Ω)
Soil Box
Multiplier
(cm)
pH
Sa
m
p
l
e

in
f
o
.
Wa
t
e
r

co
n
t
e
n
t

d
a
t
a
Langan
M03255-086 (170529901)
PP3C Full Suite
12/5/2023
SE/JJ
9.9
LB-899
42.52
LB-782
3
4'
4
6'
Minimum Laboratory Soil Resistivity, pH of Soil for Use in Corrosion Testing, and
Ions in Water by Chemically Suppressed Ion Chromatography (AASHTO T 288, T 289, ASTM D4327, and C1580)© IGES 2014, 2023
Project:
No:
Location:
Date:
By:
Boring No.
Sample
Depth
Wet soil + tare (g)
Dry soil + tare (g)
Tare (g)
Water content (%)
As is 3942 0.67 2641
+3 2554 0.67 1711
+6 1447 0.67 969
+9 951 0.67 637
+12 645 0.67 432
+15 567 0.67 380
+18 517 0.67 346
+21 629 0.67 421
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\086_PP3C_Full_Suite\[RESv3.xlsx]2
Sa
m
p
l
e

in
f
o
.
LB-1043
4'
Langan
M03255-086 (170529901)
PP3C Full Suite
12/6/2023
JJ/SE
3
Wa
t
e
r

co
n
t
e
n
t

d
a
t
a
44.26
37.91
42.9
23.11
Soluble chloride (ppm)290
Ch
e
m
.

d
a
t
a
pH 4.1
Soluble sulfate (ppm)120
Re
s
i
s
t
i
v
i
t
y

d
a
t
a
Pin method 2
Soil box Miller Small
Approximate
Soil
condition
(%)
Resistance
Reading
(Ω)
Soil Box
Multiplier
(cm)
Resistivity
(Ω-cm)
Approximate
Soil
condition
(%)
Resistance
Reading
(Ω)
Soil Box
Multiplier
(cm)
Resistivity
(Ω-cm)
Minimum resistivity
(Ω-cm)346
Wa
t
e
r

c
o
n
t
e
n
t

t
a
k
e
n

a
f
t
e
r

t
e
s
t
.
Co
m
m
e
n
t
s
:
Minimum Laboratory Soil Resistivity, pH of Soil for Use in Corrosion Testing, and
Ions in Water by Chemically Suppressed Ion Chromatography (AASHTO T 288, T 289, ASTM D4327, and C1580)© IGES 2014, 2024
Project:
No:
Location:
Date:
By:
Boring No.
Sample
Depth
Wet soil + tare (g)
Dry soil + tare (g)
Tare (g)
Water content (%)
As is 12680 0.67 8496
+3 6320 0.67 4234
+6 4270 0.67 2861
+9 4190 0.67 2807
+12 4840 0.67 3243
Entered by:___________
Reviewed:___________Z:\PROJECTS\M03255_Langan_Engineering\100_Tank_5_Testing\[RESv3.xlsx]1
pH
Sa
m
p
l
e

in
f
o
.
Wa
t
e
r

co
n
t
e
n
t
 da
t
a
Langan
M03255‐100 (170529901)
Tank 5 Testing
12/10/2024
LM
9.9
34.02
LB‐1094
S‐6
10.0'
Resistivity 
(Ω‐cm)
Resistance
Reading
(Ω)
Soil Box
Multiplier 
(cm)
Approximate
Soil 
condition (%)
Resistivity 
(Ω‐cm)
2807
Re
s
i
s
t
i
v
i
t
y
 da
t
a
Soil box
Pin method
Minimum resistivity 
(Ω‐cm)
Approximate
Soil 
condition (%)
Resistance
Reading
(Ω)
Soluble sulfate (ppm)
Soil Box
Multiplier 
(cm)
35.05
77
60
23.62
7.5
Ch
e
m
.
 da
t
a
Miller Small
2
Soluble chloride (ppm)
PP3C Water Utilities
Slope Analysis Soil and Rock Properties
Slope Analysis Material Properties
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
1 of 5
PP3C Water Utilities
Slope Analysis Soil and Rock Properties
Soils mapped as Qms - Fully Softened Strength: Clays, Silts (CL, ML)
Soils mapped as Qms - Fully Softened Strength: Clays, Silts (CH, MH)
*Correlations for fully softened strength from Stark and others (2005).
*Correlations for fully softened strength from Stark and others (2005).
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
2 of 5
PP3C Water Utilities
Slope Analysis Soil and Rock Properties
Soils mapped as Qms - Residual Strength: Clays, Silts (CL, ML)
*Correlations for fully softened strength from Stark and others (2005).
Soils mapped as Qms - Residual Strength: Clays, Silts (CH, MH)
*Correlations for fully softened strength from Stark and others (2005).
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
3 of 5
PP3C Water Utilities
Slope Analysis Soil and Rock Properties
*Correlations for fully softened strength from Stark and others (2005).
Soils mapped as Tn - Fully Softened Strength: Clays, Silts (CH, MH)
Soils mapped as Tn - Fully Softened Strength: Clays, Silts (CL, ML)
*Correlations for fully softened strength from Stark and others (2005).
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
4 of 5
PP3C Water Utilities
Slope Analysis Soil and Rock Properties
Wasatch Formation (Tn) Bedrock
Norwood Formation (Tn) Bedrock
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
5 of 5

APPENDIX F
Slope Stability Analysis

PP3C Water Utilities
Slope/W Results - Existing
Section: PP3 X18
Proposed Booster Pump Station - Static Slope Stability - Existing Conditions
1.7
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Proposed Booster Pump Station - Pseudostatic Slope Stability - Existing Conditions
Section: PP3 X18
1.0
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3 X5
Water Line - Alpine Lane Station 10+00 to 13+00 - Static Slope Stability - Existing Conditions
2.3
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3 X5
Water Line - Alpine Lane Station 10+00 to 13+00 - Pseudostatic Slope Stability - Existing Conditions
1.3
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3 X5
Water Line - Alpine Lane Station 13+00 to 15+00 - Static Slope Stability - Existing Conditions
1.8
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3 X5
Water Line - Alpine Lane Station 13+00 to 15+00 - Pseudostatic Slope Stability - Existing Conditions
1.0
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3C S4
Water Line - Alpine Lane Station 15+00 to 19+00 - Static Slope Stability - Existing Conditions
2.1
Approximate Proposed
Water Line
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Water Line - Alpine Lane Station 15+00 to 19+00 - Pseudostatic Slope Stability - Existing Conditions
Section: PP3C S4
1.1
Approximate Proposed
Water Line
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Water Line - Alpine Lane Station 19+00 to 27+00 - Static Slope Stability - Existing Conditions
Section: PP3C S4
2.1
Approximate Proposed
Water Line
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3C S4
Water Line - Alpine Lane Station 19+00 to 27+00 - Pseudostatic Slope Stability - Existing Conditions
1.1
Approximate Proposed
Water Line
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3C S4
Water Line - Alpine Lane Station 27+00 to 30+00 - Static Slope Stability - Existing Conditions
3.1
Approximate Proposed
Water Line
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3C S4
Water Line - Alpine Lane Station 23+80 to 30+00 - Pseudostatic Slope Stability - Existing Conditions
1.5
Approximate Proposed
Water Line
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3C X13
Water Line - Alpine Lane Station 30+00 to 35+75 - Static Slope Stability - Existing Conditions
1.5 Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3 X13
Water Line - Alpine Lane Station 30+00 to 35+75 - Psuedostatic Slope Stability - Existing Conditions
0.9
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Water Line - Alpine Lane Station 35+75 to 39+00 - Static Slope Stability - Existing Conditions
Section: PP3C S1
6.0 Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Water Line - Alpine Lane Station 35+75 to 39+00 - Pseudostatic Slope Stability - Existing Conditions
Section: PP3C S1
1.9
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3 X7
Water Line - Alpine Lane Station 39+00 to 40+50 - Static Slope Stability - Existing Conditions
4.9
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Water Line - Alpine Lane Station 39+00 to 40+50 - Pseudostatic Slope Stability - Existing Conditions
Section: PP3 X7
1.7
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3C S1
Water Line - Lot G11 East - Static Slope Stability - Existing Conditions
3.3
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section: PP3 X7
Water Line - Lot G11 East - Pseudostatic Slope Stability - Existing Conditions
1.3
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Water Line - Lot G11 West - Static Slope Stability - Existing Conditions
Section: PP3C S2
2.0
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Water Line - Lot G11 West - Pseudostatic Slope Stability - Existing Conditions
Section: PP3 X7
1.0
Approximate Proposed
Water Line
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section PP3 X16
Tank 5 - Static Slope Stability - Existing
2.3
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Existing
Section PP3 X16
Tank 5 - Pseudostatic Slope Stability - Existing
1.2
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Proposed
Section PP3 X18
Booster Pump Station - Static Slope Stability - Proposed
1.6
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Proposed
Section PP3 X18
Booster Pump Station - Pseudostatic Slope Stability - Proposed
1.0
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Proposed
Section PP3 X16
Tank 5 - Static Slope Stability - Proposed
1.6
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901
PP3C Water Utilities
Slope/W Results - Proposed
Section PP3 X16
Tank 5 - Pseudostatic Slope Stability - Proposed
1.1
PP3C Water Utilities
Slope Stability Calculations
By: PC
Date: 15 January 2025
Project No.: 170529901

APPENDIX G
General Earthwork Specification

Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 1
SECTION 31 20 00
EARTHWORK
PART 1 – GENERAL

1.1 GENERAL REQUIREMENTS
A. Work specified in this Section shall be performed in accordance with the requirements of the
Contract Documents and Drawings.
1.2 RELATED SECTIONS
A. The following Sections contain requirements related to this Section:
1. All Sections in Division 01 – General Requirements
2. Hot Mix Asphalt Paving
3. Mechanically Stabilized Earth Walls
4. Soil Nail Walls
5. Tieback Wall
6. Reinforced Soil Slopes
7. TECCO Walls
8. Driven Pile Foundations
9. CFA Pile Foundations
1.3 STANDARDS, REFERENCES AND RELATED DOCUMENTS:
A. Work governed by this section, as shown or specified shall be in accordance with the
requirements of the Contract Documents and Titles 7 and 8 of the Morgan County Code of
Ordinances.
B. Work of this Section, as shown or specified, shall be in accordance with the Project’s
Sediment and Erosion Control Plan.
C. American Society for Testing and Materials (ASTM) standards, latest edition.
1. ASTM C33 Standard Specifications for Concrete Aggregates.
2. ASTM D422 Standard Test Method for Particle Size Analysis of Soils (sieve only).
3. ASTM D698 Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 2
4. ASTM D1557 Test Method for Laboratory Compaction Characteristics of Soil Using
Modified Effort.
5. ASTM D2216 Test Method for Laboratory Determination of Water (Moisture) Content of
Rock and Soil.
6. ASTM D2487 Test Method for Classification of Soils for Engineering Purposes.
7. ASTM D4318 Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
8. ASTM D6938 Standard Test Methods for In-Place Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow Depth)
9. ASTM D6467 Standard Test Method for Torsional Ring Shear Test to Determine Drained
Residual Shear Strength of Cohesive Soils
10. ASTM D3080 Standard Test Method for Direct Shear Test of Soils Under Consolidated
Drained Conditions
11. ASTM D4546 Standard Test Methods for One-Dimensional Swell or Collapse of Soils
12. ASTM D2435 Standard Test Methods for One-Dimensional Consolidation Properties of
Soil Using Incremental Loading
D. ACI-318 latest edition – Building Code Requirements for Structural Concrete.
E. ACI 301 latest edition – Specification for Structural Concrete.
F. ACI-299R – Controlled Low Strength Materials, latest edition.
G. ACI PRC-506-16 Guide to Shotcrete.
H. Regulatory Requirements and Reference Standards.
1. The Contractor shall comply with all the laws, ordinances, codes, rules and regulations of
the Federal, State and Local authorities having jurisdiction over any of the work specified
herein. The Contractor shall meet US Army Corp of Engineers and EPA limitations for
discharge into any surface water bodies, federal EPA and State Department of
Transportation regulations for shipping of regulated substances to off-site disposal
facilities, and meet all regulatory requirements imposed by the Treatment, Storage and
Disposal Facility. Regulations pertaining to the transport and disposal of regulated
substances/materials include, but are not limited to the following.
a. Department of Transportation 49 CFR 172 through 179.
b. Department of Transportation 49 CFR 387 (46 FR 30974).
c. Department of Transportation DOT-E 8876.
d. Environmental Protection Agency 40 CFR 136 (41 FR 52779).
e. Environmental Protection Agency 40 CFR 262 and 761.
f. Resource Conservation and Recovery Act (RCRA).
g. Manufacture, Transportation, Storage, and Use of Explosive Materials (NFPA 495)
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 3

2. Any transporter of contaminated/hazardous materials shall be licensed in the state in
which handling and transportation shall take place in accordance with all applicable
regulations.
3. Comply with OSHA (Occupational Safety and Health Administration) Standards and
Regulations contained in Title 29 CFR Part 1910.120 “Hazardous Waste Operations and
Emergency Response”.
4. Where reference is made to one of the above standards the revision in effect at the time
of the bid opening shall apply.
I. Geotechnical Engineering Study Reports and Geologic Hazards Study Reports prepared for
Wasatch Peaks Ranch by Langan.
J. Grading Plans for Wasatch Peaks Ranch prepared by Kimley Horn Associates.
K. Grading Plans for Wasatch Peaks Ranch prepared by SE Group
L. In case of conflict between regulations and specifications, the Contractor shall comply with
the most stringent applicable codes, regulations or specifications.
1.4 DEFINITIONS
A. “Owner” refers to Wasatch Peaks Ranch appointed representative.
B. “Contractor” refers to Whitaker Construction or any of their subcontractors.
C. “Geotechnical Engineer” refers to Langan Engineering or any of its representatives as the
Geotechnical Engineer of record for the project.
D. “Special Inspector” refers to an inspector or technician, approved by the Geotechnical
Engineer, contracted to perform special inspections such as in-situ soil moisture and density
testing and other material testing in areas critical to proposed developments.
E. Wherever the word "excavating", "excavate", "excavation", "carried down", "remove", etc., are
used, they shall be taken to include the removal of all existing work, including rubble, former
foundation remnants, rubbish, earth, as well as rock, bedrock, boulders, concrete and all other
materials and obstructions encountered; they shall also be taken to include all temporary
excavation support, bracing, groundwater control, and all other operations and items needed
for the proper execution of the Work. Excavation is considered unclassified.
F. Rock mass and boulders over one cubic yard in size, which cannot be removed or dislodged
without blasting or drilling, shall be classified as "rock excavation”.
G. Where the words "finished grades", "finished grade lines", or "future finished grades", appear
in these specifications, they shall be taken to mean the finished elevations as indicated on the
Contract Drawings.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 4
H. Rough grading consists of cutting or filling to the elevation herein established with a
permissible tolerance of plus or minus 1 inch. This tolerance shall be so used within any area
of 100 ft that it will not be necessary to remove excess or bring in additional fill to meet the
required elevations.
I. Pre-excavation consists of excavation necessary to remove obstructions prior to installation of
excavation support. Pre-excavation shall include all necessary backfilling and compaction to
provide a suitable working surface for foundation construction.
1.5 QUALITY ASSURANCE
A. Materials and work shall conform to the latest edition of reference standards specified herein
and to applicable codes and requirements of local authorities having jurisdiction.
B. Contractor Qualifications.
1. The Contractor performing the work of this Section shall be a qualified excavation
Contractor with at least 5 years of relevant field experience on projects of similar size,
scope, and complexity.
C. Special Inspection.
1. The Owner may engage one or more Special Inspection Agencies to observe conduct in-
place moisture content and density testing related to the work of this Section. All
inspections and all materials testing shall be performed by Inspectors approved by the
Owner’s Geotechnical Engineer.
2. The Special Inspector shall prepare and submit daily reports summarizing the
construction and/or material testing activities.
3. The Special Inspector shall submit all logs and test reports necessary to facilitate any
corrective design requirements by the Geotechnical Engineer.
4. All costs related to re-inspection due to failures shall be paid for by the Contractor at no
additional expense to Owner. The Owner reserves the right to direct any inspection that
is deemed necessary. Contractor shall provide free access to site for inspection activities.
D. The Contractor shall provide the following test data for all proposed soil fill materials (as a
minimum).
1. Gradation Analysis - ASTM D422.
2. Soil Classification – ASTM D2487.
3. Moisture Content – ASTM D2216.
4. Atterberg limits - ASTM D4318.
5. Modified Moisture-density curve determination - ASTM D1557.
6. Standard Moisture-density curve determination – ASTM D698
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 5
E. Preconstruction Conference: Before commencing work of this section at any area of the Site,
the Contractor shall meet with representatives of the governing authorities, Construction
Manager, Owner, Architect, Structural Engineer, Geotechnical Engineer, Special Inspector,
and other concerned entities. At the conference, the conference participants shall review the
earthwork procedures and responsibilities including testing and inspection procedures and
requirements. The Contractor shall notify participants at least 3 working days prior to
convening conference. The Contractor or an agreed conference participant shall record
discussions and agreements and furnish a copy to each participant.
F. Dormant Work Conference: If for any reason the work of this section at any area of the site
stops for more than 90 days (dormant construction) than the Contractor shall meet with
representatives of the Construction Manager, Owner, Architect, Structural Engineer,
Geotechnical Engineer, Special Inspector, and other concerned entities prior to the
resumption of work. At the conference, the conference participants shall review earthwork
conditions, remaining work, the earthwork procedures and responsibilities, and inspection
procedures and requirements, including possible re-inspection and repair of previous work.
The Contractor shall notify participants at least 3 working days prior to convening conference.
The Contractor or an agreed conference participant shall record discussions and agreements
and furnish a copy to each participant. Contractor shall meet with Dormant Work Conference
participants once every 90 days until work resumes.
G. It is the Contractor’s responsibility to perform all work in accordance with these
Specifications and all applicable Federal, State, and Local codes and standards. The
Contractor shall cooperate with the Owner's Geotechnical Engineer in performing all the
work.
1.6 PROTECTION
A. The work shall be executed so that no damage or injury will occur to the existing public and
adjoining or adjacent structures, buildings, courtyards, tunnels, streets, paving, sewers, gas,
water, electric or any other pipes. Should any damage or injury caused by the Contractor, or
anyone in Contractor’s employ, or by the work under this Contract occur, the Contractor shall
repair such damage and shall assume all responsibility for such damage or injury.
B. The above shall also include the protection of all existing and newly installed (as part of this
Development) utilities (including sewers, water lines, electrical lines and telecommunication
lines) to remain in use within and adjacent to the area affected by the work of this project.
C. Monuments, benchmarks, inclinometers, piezometers, and other reference features shall be
protected. Should these be disturbed in any manner, the Contractor shall have them replaced
at no additional cost to the owner.
D. Excavation sides and adjacent structures foundations shall be protected by means of
adequate bracing, shoring, sloping, benching, and anchoring at all times. Excavation sides and
adjacent structures foundations shall be protected from frost during the activities of this
section. Excavation shall not proceed until adequate support for excavation is provided.
Contractor is solely responsible for the stability, safety and protection of excavation sides.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 6
E. Furnish all materials and materials necessary to prevent earth at the bottom of the excavation
from freezing or becoming unsuitable.
F. Do not carry out excavation to final grades during freezing weather without providing
complete protection against freezing of the subgrades as specified hereinafter. Provide
complete protection against freezing if freezing weather sets in after completion of the
excavation to final subgrade. This protection shall include adequate heating and coverage of
the area to maintain temperatures above freezing until excavations are backfilled.
G. Where excavations have been brought to the bottom elevations called for in the Contract
Documents and the bottom of these excavations becomes unsuitable in the opinion of the
Special Inspector or Geotechnical Engineer, carry out these excavations to lower depths
sufficient to provide stable bearing as determined by the Geotechnical Engineer.
H. Provide barricades and warning lights, barriers, to prevent accidents, to avoid all necessary
hazards and protect the public, the work and property at all times, including Saturdays,
Sundays and Holidays.
I. Provide protection to sidewalks and pedestrians as required.
J. Erosion and sediment control and dust control shall be in accordance with the Project’s Soil
Erosion Control Plan.
K. The Contractor shall maintain the cleanliness of paved streets immediately adjacent to the
site through regular sweeping and moistening as required to remove any excess mud, dirt, or
rocks tracked from the site. Materials shall be covered with a tarpaulin during transport
offsite.
L. Notification to Blue Stakes of Utah (hot line 1-801-208-2100) for specific public utility locations
prior to beginning earth moving operations.
1.7 ERRORS IN DEPTH
A. In the event that any part of excavation or filling be carried, through error, beyond the depth
and the dimensions indicated on the drawings, called for in the specifications, or directed by
the Owner’s Geotechnical Engineer, then the Contractor, at own expense, shall furnish and
install approved backfill materials with which to fill to the required level without additional cost
to the Owner.
B. Where established bottoms as shown in Contract Documents have not been maintained or
have been disturbed by operations under this contract, clean, remove, replace and compact
the disturbed materials to the satisfaction of the Geotechnical Engineer at no additional cost
to the Owner.
1.8 SUBMITTALS
A. Test Reports: Submit the following information for each source of each material submitted for
review and approval of the Owner’s Geotechnical Engineer:
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 7
1. Test reports for all proposed fill materials (either from borrow sources or on-site) as
follows:
a. Particle size analysis in accordance with ASTM D422 (sieve only)
b. Liquid Limit, Plastic Limit, and Plasticity Index with ASTM D4318
c. Soil classification in accordance with ASTM D2487
d. Moisture content in accordance with ASTM D2216
e. Modified Compaction Curve in accordance with ASTM D1557
f. Standard Compaction Curve in accordance with ASTM D698

2. Include data for all samples indicating the exact location and methods of transportation
and placement of all materials.
3. At the request and direction of the Owner’s Geotechnical Engineer, submit triaxial, direct
shear, consolidation/swell or torsional ring shear testing of material at the stresses
prescribed by the Owner’s Geotechnical Engineer.
B. Shop Drawings: Where required, submit detailed shop drawings and calculations to be
reviewed by the Owner’s Geotechnical Engineer. The drawings and calculations shall be
prepared by a Professional Engineer registered in the State of Utah. The submittals shall
include but not limited to following:
1. Earth excavation procedures.
2. Temporary excavation support where required by field conditions. Submit shop drawings,
manufacturer's literature, and engineering calculations, and show and describe proposed
excavation support system, general arrangement and sequencing procedures to be used,
method of installation, materials, equipment, and emergency action plans.
3. Temporary dewatering procedures where required by field conditions. Submit shop
drawings, manufacturer's literature, and engineering calculations, and show and describe
proposed groundwater control system, general arrangement procedures to be used,
method of installation, materials, equipment, methods of treatment and disposal of
pumped water, emergency action plans, and procedures for deactivating the system.
4. Backfilling and compacting material, equipment, and procedures.
C. Catalog Cuts: Submit catalog cuts and manufacturer’s literature for all compaction
equipment, vapor barriers, geosynthetics, geotextiles, and drainage materials including
composite sheets and piping.
D. Samples: Submit a 12–inch-by-12-inch sample of each geotextile filter fabric, geogrid, and
drainage panel proposed for use. Submit a 12-inch long sample of any proposed perforated
drainage pipe/board.
E. All required certifications and permits pertaining to the work of this Section.
F. Certification for Examination of Site and Records: Before proceeding with the Work, the
Contractor, must perform careful examination of the site, existing structures, existing
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 8
adjacent structures, records of utility lines, test boring records, soil samples, subsurface
exploration reports, the Contract Drawings, and all other Contract Documents.
1.9 PROJECT CONDITIONS
A. Site Conditions: The site lies on the eastern slopes of the Wasatch Range. Elevations at the
site vary between about 4,900 at the along northern and eastern sides of the site and about
9,500 feet along the ridgeline at the Western side of the site. Grades vary from near
horizontal level to near vertical.
B. Subsurface Conditions: The subsurface conditions within the development vary significantly
across the site. Details pertaining to the subsurface conditions are presented Geotechnical
Engineering Study Reports and Geohazard Reports by Langan.
C. Boring logs and test pit logs, from widely spaced explorations, are available for the
Contractor’s review. The Owner makes no predictions or representations regarding the
character or extent of soil, rock, or other subsurface conditions to be encountered during the
work. The Contractor shall make his own deductions of the subsurface conditions which may
affect the methods or cost of construction of the work hereunder, and he agrees that he will
make no claims for damages or compensations, except as are provided under the agreement,
should he find conditions during the progress of the work different from those as calculated
or anticipated by him.
D. The Contractor, by careful examination, shall inform himself as to the nature and location of
the work; the conformation of the ground; the nature of the subsurface conditions; the
location of the groundwater table; the character, quality, and quantity of the materials to be
encountered; the character of the equipment and facilities needed prior to and during the
execution of the work; and all other matters which can in any way affect the work.
E. The Contractor shall be held to have visited the site and to have familiarized himself with the
existing conditions.
F. The Contractor shall investigate the conditions of public thoroughfares and roads as to
availability, clearances, loads, limits, restrictions, and other limitations affecting transportation
to ingress and egress of the work site. The Contractor shall conform to all local, State, and
Federal regulations concerning the transportation of materials to and from and at the job site
and shall secure in advance such permits as may be required.
G. If different conditions are observed during construction, they shall be brought to the attention
of the Geotechnical Engineer so that those variations can be evaluated.
H. Examine drawings to determine sequence of operations, and relation to work of other trades.
Start of work will signify acceptance of field conditions and will acknowledge coordination
with other trades.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 9
PART 2 - PRODUCTS
2.1 SOIL MATERIALS
A. On-Site Fill: On-site materials for use as fill shall consist of moisture conditioned low plasticity
clay soils and granular soils excavated at the site, free of asphalt, organics, trash, wood, or
other deleterious materials having a maximum particle size of 4 inches. The Geotechnical
Engineer will confirm the suitability of on-site soils for re-use.
B. General Fill: General fill shall consist of well-graded sand and/or gravel, with no more than
50% by weight finer than the No. 200 sieve having a liquid limit no greater than 40 and having
a maximum particle size of 4 inches. Imported fill shall have a swell potential of less than
0.5% under a 200psf inundation stress.
C. Structural Fill: Structural fill shall consist of non-expansive, well-graded, granular soil
containing not more than 40% by weight of materials passing the No. 4 sieve and no more
than 15% by weight of materials finer than No. 200 sieve, unless already approved by the
Geotechnical Engineer for the same intent, or approved otherwise by the Geotechnical
Engineer.
D. High-plasticity clays and silts (LL>50) are not suitable for reuse, unless approved by
Geotechnical Engineer.
E. Gravel/Crushed Stone Subbase: Clean gravel having gradations conforming to AASHTO #57
Crushed Aggregate shall be used at locations requiring gravel fill.
F. Fill for utility trenches shall meet the criteria given for structural fill and shall not contain
sharp, angular pieces and pieces larger than 2 inches in any dimension.
G. Before bringing any fill to the Site, the Contractor shall submit the source for review by the
Owner's Geotechnical Engineer.
H. All fill materials shall be free from wood, debris, combustible materials, organic matter or any
material subject to decay or disintegration.
I. Debris is not permitted to be used for backfill. Unsuitable fill material must be legally removed
and disposed.
J. The use of recycled concrete aggregate as fill material is not permitted, unless approved by
Geotechnical Engineer.
K. Submit the source of fill for approval by the Owner’s Geotechnical Engineer prior to bringing
any fill to site.
2.2 GEOTEXTILES, GEOGRIDS, AND GEOSYNTHETICS
A. Geotextiles, Geogrids, and Geosynthetics should meet criteria shown on the Contract
Drawings.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 10
2.3 CONCRETE
A. Lean Concrete shall conform to ACI 301.
B. Controlled low strength material (CLSM) shall conform to ACI 299R.
C. Cast in place concrete shall be normal weight with a minimum compressive strength per the
Contract Documents and shall conform to ACI 318.
PART 3 - EXECUTION
3.1 GENERAL SITE PREPARATION
A. The Contractor shall furnish all labor, equipment and materials required to prepare the site
and to excavate all materials of whatever type encountered to the lines and grades shown on
the Contract Drawings and as specified.
B. The Contractor shall give 48 hours advance notice to the Construction Manager and Owner's
Special Inspector of the impending completion of excavations to allow inspection of the
exposed surface for footings, mats, slabs and pads, and backfill.
C. The Contractor shall obtain and pay for all necessary permits to perform the work from the
appropriate authorities and agencies prior to start of such work. The Contractor shall obey all
applicable local and federal work-safety rules and regulations.
D. Prior to start of work install all necessary protection equipment including but not limited to
structures such as fences, signs, scaffolding, etc.
E. Protect all utility lines that are in place. The Contractor shall be responsible for any damage to
utilities resulting from the Contractor’s actions.
F. Stockpile and protect on-site materials anticipated for re-use. Care shall be taken to avoid
blending with deleterious materials. Stockpiling shall comply with the requirements of the
Project’s Sediment and Soil Erosion Control Plan.
3.2 EXCAVATION
A. General excavation.
1. The subsurface conditions within the anticipated zone of excavation vary significantly
across the site. Detailed subsurface information is presented in Geotechnical Engineering
Study reports prepared by Langan.
2. Do not allow or cause any of the work completed included in this section to be covered
or buried prior to all inspections, tests, and approvals. This includes previously placed but
uninspected fill.
3. Prior to the commencement of grading or fill placement, any miscellaneous trash, debris,
or other unsuitable materials shall be removed from the Site. Clearing and grubbing of all
vegetation, logs, sticks, organic matter, root bulbs, and other deleterious materials on
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 11
and under the ground surface shall be performed. Topsoil should be completely stripped,
stockpiled, and protected from erosion in accordance with the Project’s Erosion and
Sediment controls.
4. The excavation shall be unclassified and shall comprise and include the satisfactory
removal and legal disposal of all materials encountered regardless of the nature of the
materials and shall be understood to include miscellaneous fill, granular soils, rock,
foundation remnants, structures, slabs, walls, utilities, pavements, curbs, piping and
debris.
5. All excavation shall extend to the depths of the form and size required for the installation
of the work as indicated on the drawings. When excavations for foundation and site work
have reached the required depths, the Special Inspector shall make an inspection of the
subsurface conditions.
6. Excavation shall be to required elevations for mats, footings, pile caps, pits, soil
replacement or improvement, roadbeds, sidewalks, curbs, ramps, or other foundation or
site elements. Excavation shall be made to a depth that will allow installation of full depth
of concrete slabs, and any sub-base materials as shown on Contract Drawings or
specified, plus a one-inch tolerance. Excavation lines shall provide sufficient clearance for
the proper execution of all concrete work including allowances for formwork, shoring,
and inspection.
7. Remove from the site and legally dispose of Materials that in the opinion of the Owner's
Special Inspector are not suitable for backfill and/or any surplus earth and rock.
8. Site-soils are sensitive to water exposure. The contractor shall prevent a limit the
exposure of subgrade soils to water during subgrade preparation. During excavation,
rough grading, and filling operations, construction equipment shall follow consistent
traffic patterns throughout the Site to minimize disturbance of the subgrade. If exposed
soils become wet and disturbed, the disturbed soils may no longer be suitable as
subgrade soils and shall be removed and re-compacted. For pavement areas, the
subbase material shall be immediately placed upon completing grading and subgrade
preparation work
9. Unauthorized Excavation: Excavations performed below the elevations shown or
specified, shall be filled and compacted as hereinafter specified, at no additional cost.
10. Authorized Additional Excavation: Where the Owner’s Special Inspector determines that
the bearing material encountered is unsuitable, remove the unsuitable bearing material.
The removed material shall be replaced with controlled fill or concrete as directed by the
Owner’s Special Inspector.
11. Excavation for General Grading: Fill and compact as hereinafter specified all excavations
shown or specified unless authorized by change order, at no additional cost to the owner.
12. Level off and grade the bottoms of excavations to receive all foundation elements
including the mat, footings, pile caps, pits, walls, etc.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 12
13. Subgrade of mats, footings, slabs, and other foundation elements shall be level and free
of loose soil, standing water, and frost prior to acceptance for placement of concrete or
fill. If required, hand-excavate to achieve final subgrade elevation as directed by the
Special Inspector or Owner’s Geotechnical Engineer.
B. Excavation for Footings and Mats.
1. Subgrades: Mat and footings subgrades shall be approved by the Owner’s Special
Inspector before proceeding with the formwork, rebar, or concrete placement. Bottoms
of footings and mats shall be founded on materials suitable for achieving the bearing
pressures indicated on Contract Drawings and as approved by the Owner’s Special
Inspector.
2. Subgrade bearing capacity shall be per the Contract Documents.
3. Subgrades shall be level and free of debris, standing water, and frost before acceptance
for placing concrete.
4. Approved subgrades shall be protected by a minimum 3-inch-thick lean concrete mud
slab, or by a thin layer of loose soil, mat covers, and heaters during the winter, if they do
not receive foundations or backfill within 24-hours of approval. Otherwise, the subgrade
shall be subject to re-inspection and re-approval or re-work, if determined necessary.
5. Authorized Additional Excavation: Where the Geotechnical Engineer determines that the
bearing material encountered is unsuitable, remove the unsuitable bearing material. The
removed material shall be replaced with controlled fill or concrete as directed by the
Geotechnical Engineer.
6. Unauthorized Excavation: When suitable bearing material is encountered at subgrade
elevations shown and excavation is made to greater depth, the mat, footings, pile caps,
and foundation walls shall be extended to the lower elevation with concrete of the same
strength used for the footing, mat, pile caps, or foundation walls at no additional cost to
the Owner.
C. Excavation for Slabs and Other Structural Members.
1. Subgrades of building slabs and structural members including framed slabs and grade
beams shall be approved by the Owner’s Special Inspector before proceeding with their
construction. Subgrades shall consist of material that meets the bearing capacity
requirements given in the Contract Documents. Subgrades resulting from excavation
shall be free of unsuitable material (e.g., fill, loose rock pieces, organics, timber, debris,
etc.) as judged by the Owner’s Special Inspector.
2. Unauthorized Excavation: Excavations performed below the elevations shown or
specified, shall be filled and compacted as hereinafter specified, at no additional cost.
3. Authorized Additional Excavation: Where the Owner’s Special Inspector determines that
the bearing material encountered is unsuitable, remove the unsuitable bearing material.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 13
The removed material shall be replaced with controlled fill or concrete as directed by the
Owner’s Special Inspector.
D. Rough Grading and Subgrade Preparation
1. Rough grading shall be conducted in accordance with an approved “Soil and Erosion
Sedimentation Control Plan” by Morgan County, Utah.
2. All existing privately and publicly owned water and sewer lines shall be kept free of mud
and debris. Catch basins shall be cleaned out and maintained on a regular basis, to keep
all lines operational through the construction period.
3. Where there is the potential for airborne dust, the Contractor shall be responsible for
controlling the dust by watering during grading operations.
4. Where there is the potential for mud on neighboring streets, including streets on-site
utilized by members, the Contractor shall provide wheel washout stations for vehicles
and equipment.
5. After performing the excavation and rough grading work, and before placing and
compacting fill to raise grades the variability and strength of all subgrade soils shall be
examined by loading the subgrade with moving construction equipment such as sheeps-
foot or pad-foot rollers having a minimum static drum weight of 5 tons to identify soft
areas that will require additional compaction or removal and replacement.
E. Trench Excavation
1. Excavate trenches for underground conduit and piping, where necessary, to the required
depth and provide bell holes where necessary to ensure uniform bearing. Provide trench
excavation lines with sufficient clearance for the proper execution of underground
mechanical work.
2. Open cut trenches from the surface. Refill irregularities at bottom of trench, or where
excavation is below required depth, to required grade with compacted sand or gravel.
Alternatively, Install concrete cradles or approved equivalent where trenches are in wet
or soft ground that in the opinion of the Geotechnical Engineer is unsuitable for
supporting the piping.
3. Excavate pipe trenches and provide minimum cover to required depths as per the Local
code and regulations. Neatly bank excavated materials adjacent to trench as directed by
the Geotechnical Engineer.
4. Support the sides of trenches and excavations, where necessary, with adequate sheeting
and bracing to ensure proper construction and safety of the workers. Maintain
responsibility for the sufficiency of sheeting and bracing and for all damages to property
or injury to persons resulting from improper quality, strength, placing, maintaining and
removing of support.
5. Fill piping with approved backfill materials immediately after piping has been installed,
tested, inspected, and accepted. Take care to solidly fill voids without causing injury to
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 14
piping. Hand fill up to two feet above pipe in 4-inch layers, if required by the Special
Inspector. Fill in 8-inch layers for the remainder of the trench or as detailed on
Construction Drawings. Tamp each layer before placing next layer. No stones larger than
2 inches in diameter are allowed in fill up to 2 feet above pipe and no stones larger than 4
inches in diameter are allowed in fill above. Backfill in such a manner as to prevent future
settlement.
6. Protect from damage during excavation and backfilling, any existing utility lines to be
retained that are shown on the drawings or the locations of which are made known prior
to excavation operations. Repair any damaged lines at own expense.
7. As backfilling proceeds, remove all sheeting and shoring in such a manner as to prevent
the sides of the excavation from caving in or cracking. Do not backfill utility lines until any
testing and inspection of subgrade and backfill compaction has been completed and
accepted.
3.3 WEATHERED ROCK/ROCK EXCAVATION
A. Project Conditions
1. Whenever it may be necessary to remove rock, it shall be taken out in such a manner
that adjacent structures, utilities, streets and sidewalks will not be damaged and will not
be subjected to interfering vibrations. Any damage done to such structures shall be
promptly repaired by the Contractor.
2. Contractor shall take protective measures such as line or channel drilling to prevent
overbreaks as discussed in this Article below.
3. Surrounding structures shall be monitored and surveyed during rock blasting.
B. Conduct unclassified excavation of rock within the excavation tolerances specified herein
utilizing portable chipping and drilling equipment, pursuant to the design grades and horizontal
limits specified and indicated on the Drawings. Blasting is not permitted for rock removal
unless approved by the Owner’s Geotechnical Engineer.
C. Qualifications: All excavation work shall be conducted by persons qualified and experienced in
such operations and shall have had acceptable experience in similar excavations.
D. Perform all rock chipping, drilling, and excavation in a manner not to damage adjacent
structures, streets, slopes, and utilities. Peak Particle Velocities (PPV) shall be maintained
below the allowable limits given in the contract documents.
E. Rock overbreak at the perimeter of unclassified excavations in rock should be avoided. Actual
bottom grades, after cleaning the surface of the rock and as specified herein, resulting from
rock removal at the bottom of the excavation, shall be controlled such that no underbreak
results above the design grades specified or indicated on the Drawings and overbreak does
not exceed 1 ft below the same.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 15
F. Upon completion of rock removal and general mucking of excavations in rock, the sides and
bottoms of the excavations shall be cleaned of all loose, decomposed, fragmented, jointed,
weathered, and unsound rock to a depth and condition approved by the Geotechnical
Consultant. Following rock removal, prepare subgrades as specified in herein.
G. Protect the area surrounding the excavation, and conduct rock removal in a manner that will
prevent damage to excavated earth slopes, and the work.
H. Rock overbreak and over excavation shall be considered ”Unauthorized Excavation" as
specified herein and filling shall be conducted with the specified fill material (controlled fill or
concrete) consistent with the associated construction, acceptable to the Architect and to the
Geotechnical Engineer, at no additional cast to the Owner.
I. Line Drilling
1. Line drilling is required to ease rock excavation, to reduce vibration levels and to minimize
excess rock overbreak and to produce smooth faces suitable for the construction of
below-grade walls, as reasonably determined solely by Contractor, in cooperation with
Owner’s consultants.
2. Line drilling shall be performed along the proposed interior pits and at any other location
shown on Contract Drawings.
3. The line drilling holes shall be carried to depths at least 2 feet below design subgrade
level.
4. Line drilling shall consist of holes from about 2 to 3 inches in diameter spaced center to
center less than twice their diameter. The holes shall not deviate more than 6 inches out
of vertical plane. The holes shall be unloaded. Line drilling shall be performed in lifts no
greater than 15 ft to maintain a straight hole.
J. Channel Drilling
1. Channel drilling shall be performed where required to reduce vibration levels and to limit
excess rock overbreak in sensitive areas, s reasonably determined solely by Contractor,
in cooperation with Owner’s consultants.
2. Channel drilling holes shall not extend more than 5 feet below the existing adjacent
foundations prior to installation of the additional support system (pre-stressed tie-back
rock anchors) beneath the adjacent foundations in accordance with the contract
documents.
3. Channel drilling shall consist of holes from about 2 to 3 in diameter drilled adjacent to one
another to create a continuous slot within the rock mass. The placement of steel pipes in
completed holes shall be required to drill adjacent holes. Channel drilling shall be
performed in lifts no greater than 15 ft to maintain a straight hole.
K. Blasting
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 16
1. Blasting is not permitted for rock removal unless approved by the Owner’s Geotechnical
Engineer.
2. Provide a qualified explosives expert to act as an advisor and consultant during drilling
and blasting operations.
3. Blasting shall only be permitted during daytime hours unless approved in writing by the
Owner and Owner’s Geotechnical Engineer.
4. Advise utility companies and owners of adjacent buildings or structures in writing before
setting up seismographs. Describe blasting and seismic operations.
5. The Contractor shall obtain and pay for a seismic survey before blasting to determine the
maximum charges that can be used at different locations in the area of excavation
without damaging adjacent properties and utilities, roadways, and slopes.
6. The Contractor shall provide seismograph monitoring during progress of blasting
operations.
3.4 GENERAL SUBGRADE PREPARATION
A. Compaction of subgrades shall be accomplished with a minimum of six (6) overlapping cross-
rolled coverages of a smooth drum vibratory roller for granular soils or a sheeps-foot roller for
cohesive soils having a static weight of at least 5 tons or as approved by the Owner’s
Geotechnical Engineer.
B. Proofrolling shall be performed for all soil subgrades.
C. Proofrolling of soil subgrades shall conform to the following requirements:
1. All soil subgrades shall be proofrolled in the presence of the Owner’s Special Inspector.
2. Upon completion of compaction, proof roll the subgrade with a fully loaded dump truck
weighing at least 5-tons. Subgrades shall be approved proofread and by the Geotechnical
Engineer before proceeding with construction.
3. Fill shall not be placed until the subgrade is approved by the Owner’s Special Inspector.
4. Soft Areas during Compaction: Areas deemed unsatisfactory due to “pumping, rutting, or
heaving” shall be undercut within the limits and extent ordered by the Owner’s Special
Inspector. These areas shall be replaced with an approved fill, and compacted to the
requirements of this Section or as directed by the Owner’s Special Inspector.
3.5 FILL PLACEMENT, GRADING, AND COMPACTION
A. Filling and backfilling shall not be performed until related work and subgrades have been
inspected by the Owner’s Special Inspector.
B. All subgrades shall be free of trash, debris, wood, organic matter, or other deleterious
materials prior to placement of any fill.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 17
C. Fill shall be placed such that there are no void spaces below floors, bottoms of pits, trenches,
pipe haunches, pavements, etc.
D. Fill shall not be placed against concrete elements until the concrete has obtained its specified
compressive strength, unless otherwise directed by the Engineer of Record for the work.
Where fill is required on both sides of a wall, said fill shall be brought up simultaneously and
evenly on both sides.
E. Fill voids caused by the removal of boulders, and/or below grade improvements, with lean
concrete, CLSM, or a structural fill.
F. The Contractor shall supply and install all fill materials necessary to bring the ground surfaces
to the required levels as shown on the Contract Drawings and as necessary to complete the
work.
G. All surplus materials shall be removed from site and legally disposed of. Should additional
material be required for the placing of backfill, other than material obtained from the site, the
Contractor shall obtain, deliver, and place accepted backfill material as required.
H. Fill Placement:
1. Do not place fill where free water is standing, on frozen soils, or on surfaces that have
not been approved.
2. Begin placement of fill and backfill at the lowest section of the area. Spread material
evenly by mechanical equipment or by manual means above the approved compacted
subgrade in loose lifts not exceeding 12-inches for material compacted by heavy
machinery and 6-inches for material compacted by hand operated equipment.
3. Build layers as horizontally as practical to prevent thickness of lift from exceeding that
specified but provide with sufficient longitudinal and transverse key in to provide for
runoff of surface water from every point.
4. A minimum of 2 feet horizontal key to the natural grade is required for fill slopes.
I. Moisture Control: The moisture-density curve for the fill used shall be supplied by the
Contractor as a guide in controlling moisture to achieve the required degree of compaction. If,
in the opinion of the Owner’s Special Inspector, fill material becomes too wet for the required
compaction, the fill shall be dried by a method approved by the Owner’s Special Inspector
prior to commencing or continuing compaction operations. For granular soils, if the fill
material becomes too dry for the required compaction (more than 3% below the optimum
moisture content as determined by ASTM D1557) the fill shall be moistened by a method
approved by the Owner’s Special Inspector prior to commencing or continuing compaction
operations. For cohesive soils, if the fill material becomes too dry for the required compaction
(specified in individual reports, but typically less than 2% above the optimum moisture
content as determined by ASTM D698) the fill shall be moistened by a method approved by
the Owner’s Special Inspector prior to commencing or continuing compaction operations.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 18
J. Compact each layer of fill with appropriate equipment listed below in this Section to achieve
as a minimum the following percentages of maximum density at optimum moisture when
tested in accordance with the Modified Proctor Compaction Test (ASTM D1557) or the
Standard Proctor Compaction Test (ASTM D698), as determined by the Special Inspector.
a. Cohesive Soils: Cohesive soils shall be placed in uniform 6-to-8-inch-thick loose lifts
and compacted using sheeps-foot rollers having a minimum static drum weight of 5
tons to at least 90 percent of the material’s maximum dry density.
2. Granular Soils: Granular soils shall be placed in 12-inch-thick loose lifts and compacted to
at least 95 percent of the material’s maximum dry using a smooth drum roller having a
minimum static drum weight of 5 tons.
3. Smaller compaction equipment (i.e., walk-behind trench roller or jumping jack compactor)
and thinner lifts (up to 6 inches) shall be used in areas of limited maneuverability.
K. Moisture Conditioning
1. Moisture conditioning of site-soils can be achieved by over excavating the soil and
adjusting their moisture contents to between 1% and 2% above the optimum moisture
content as determined by the Modified Proctor test (ASTM D1557), then backfilling and
compacting the conditioned soils.
2. Moisture-conditioned soils shall not be allowed to dry. A loss of moisture within these
materials could result in an increase in their expansion potential, and subsequent wetting
of these materials could result in undesirable movement.
3. Moisture-conditioned soils are expected to be difficult to handle, place, and compact if
they become excessively wet. During wet weather, the Contractor shall make provisions
to dry the excavated material such as by discing (air drying) as necessary before
compacting them
L. Do not compact cohesive soil when the moisture content varies more than 3% from the
optimum moisture content. Maintain moisture content by wetting or drying manipulation.
Suspend compacting operations when satisfactory results cannot be obtained because of rain
or other unsatisfactory conditions
M. The degree of compaction shall be checked by the Owner’s Special Inspector and each
successive lift shall not be placed or compacted until the previous lift is inspected and
approved by the Owner’s Special Inspector. Compact all fill to elevations and limits shown on
Contract Drawings.
N. Frost: Do not place fill materials when either the fill materials or the previous lift (or
subgrade) on which it is placed is frozen. In the event that any fill that has already been
placed on the surface should become frozen, it shall be scarified and re-compacted, or
removed, to the approval of the Owner’s Special Inspector before the next lift is placed.
Remove or re-compact any soft spots resulting from frost to the satisfaction of the Special
Inspector before new fill is placed.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 19
O. Maximum cut slopes angles should not be exceeded by over excavation. Contractor is
responsible to have accurate survey controls to comply with the requirements of the reports
by the Geotechnical Engineer. Thickness of top soil on slopes needs to be verified by
Geotechnical Engineer.
3.6 MAINTENANCE
A. Protect newly graded areas from erosion and traffic. Keep work area free of trash and debris.
Keep free of trash and debris. Seal all subgrades at the end of the workday such that water is
not allowed to pond.
B. Repair and re-establish grades in settled, eroded, and rutted areas to specified tolerances.
C. Where completed or compacted areas are disturbed by subsequent construction operations
or adverse weather, scarify surface, reshape, and compact to required density prior to any
further construction.
D. Where settling and heave is measurable or observable at excavated areas remove surface
(pavement, or other finish), add backfill material, compact, and replace surface treatment.
Restore appearance, quality, and condition of surface or finish to match adjacent work, and
eliminate evidence of restoration to greatest extent possible.
3.7 FIELD QUALITY ASSURANCE
A. All fill placement shall be subject to inspection and testing. Approval of compacted fill shall be
provided by the Geotechnical Engineer before construction of any further work thereon.
B. Prepared subgrades and fill lifts shall be tested by performing in-place density testing in
general accordance with ASTM D2922 Tests for Density of Soil and Soil-Aggregate in Place
by Nuclear Methods (Shallow Depth) and ASTM D3017 Test for Moisture Content of Soil and
Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). Testing will be performed, at
minimum, as follows:
1. Strip footings and retaining walls: One test per 200 linear feet of subgrade
2. Spread footings: One test per 225 square feet of subgrade
3. Backfill: One test per 2,000 square yards per lift
3.8 CLEAN-UP
A. All excess material including, earth, rock, fill, foundation remnants, and debris, shall be
removed from site and legally disposed of.
B. All lumber, forms and metalwork shall be removed immediately after completion of local
areas. The Contractor shall be responsible for removal of all debris produced by work to this
section from the site.
C. Sidewalks and streets within and adjoining the property shall be broom-cleaned and free of
debris, rubbish, trash and obstructions of any kind caused by the work of this Section.
Wasatch Peaks Ranch
Morgan County, Utah
General Earthwork Specification – 31 20 00

EARTHWORK
31 20 00 - 20
END OF SECTION