DDW-2025-003213

24 January 2025

Mr. Alec Gagnon
WPR Development Company
36 South State Street, Suite 500
Salt Lake City, UT 84111

Re:

Letter Report - Geotechnical Investigation
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No.: 170529901

Dear Mr. Gagnon:

As requested, Langan Engineering and Environmental Services, LLC performed a geotechnical
investigation for Well 3, water lines, and associated infrastructure (hereafter “Well 3” or the
“site”), for the proposed Wasatch Peaks Ranch (WPR) development (the “development”). This
letter summarizes our project understanding, findings from our geological investigation and field
reconnaissance, results of our liquefaction analysis, and geotechnical recommendations related
to the proposed Well 3. The site vicinity map is shown on Figure 1. Well 3, water lines, and
associated infrastructure identified are shown on Figure 2.
SITE DESCRIPTION AND PROJECT UNDERSTANDING
From the 20 March 2024 “Wasatch Peaks Ranch – Well 3 Site Layout” (“Plans”) by Kimley-Horn
and Associates (Kimley-Horn), we understand that Well 3 will consist of an existing water well,
an additional proposed well site, a pump house, and generator pad. The proposed waterline
connecting Well 3 to the north utility corridor is about 0.31 miles long and includes 3 stream
crossings across the Weber River and Jacobs Creek ranging in length from 52 to 146 linear feet.
We understand that the waterlines will be designed with breakaway valves in the event of
excessive deflection caused by liquefaction-induced lateral spread from a major seismic event.
We also understand that the stream crossings will be constructed by burying the waterline pipe
into open trenches and using temporary cofferdam shoring at the river crossings.
The site topography consists of grades dipping gently towards the river, with the riverbed resting
at approximately 7 feet below the top of the nearby riverbanks according to Google Earth®
imagery. Based on our review of the Light Detection and Ranging (LiDAR) data, the existing
ground surface at the Well 3 site is about 4,830 feet.
Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 2 of 12

LITERATURE REVIEW
Geologic Setting
The Wasatch Peaks Ranch (WPR) development is situated at the transition zone between the
Basin and Range geomorphic province to the west and the Middle Rocky Mountains geomorphic
province to the east. The Basin and Range province is characterized by subparallel north-south
trending, fault-tilted mountain ranges and sediment-filled valleys. These ridges and valleys are
structurally controlled by the normal faulting and uplifting which accommodate the extension and
thinning of the North American plate. The Middle Rocky Mountains province contains
mountainous terrain with sharp ridges, multiple incised stream valleys, glacial lakes, and glacial
moraines (Bennet et al., 2009).
The development is further situated 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. 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 (USGS Quaternary Fault and
Fold Database, accessed December 2024).
On the Utah Geological Survey (UGS) map published by Coogan and King (2016), the area where
Well 3 is proposed is mapped as stream alluvium and flood plain deposits. The alluvium and flood
plain deposits are described to consist of sand, silt, clay, and gravel in channels, and derived from
the Holocene and uppermost Pleistocene. Younger deposits generally lie within the active flood
plain of rivers and older deposits are generally located in low-lying terraces between 10-20 feet
above the active floodplain. The thickness of the alluvium and flood-plain deposits may extend
greater than 50 feet but are described to likely be older Pleistocene deposits.
SUBSURFACE INVESTIGATION
Our subsurface investigation for this study consisted of 3 drilled borings and 2 cone penetration
test (CPT) soundings. Hereafter, borings are indicated with LB-# designations, and CPTs with
CPT-W3-# designations. All boring and CPT locations are shown on Figure 2.
Borings
A total of 5 borings were drilled between 2019 and 2020 within 850 feet of the Well 3 site labeled
LB-0077, LB-0191, LB-0192, LB-0201, and LB-0202. Three (3) additional borings were completed
at the Well 3 site for this investigation between 24 September and 25 October 2024 labeled LB-
1095, LB-1096, and LB-1098.
The borings completed for previous studies near the site in 2019 and 2020 were used to gain a
preliminary understanding of the subsurface conditions in the general vicinity of Well 3 and to
Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 3 of 12

facilitate the anticipated construction of a previously proposed well and water transmission main.
The borings completed in September and October 2024 for this study were used to gather
subsurface information near the site and to collect samples for laboratory testing in support our
geotechnical conclusions and recommendations for the proposed Well 3 and water transmission
main. The borings were drilled to depths ranging from 30 to 100 feet. The borings were drilled
by Cascade Drilling LP (Cascade) and DA Smith.
Cascade used Boart Longyear 100c and 200c mini-sonic rubber-track-mounted drill rigs with
4-inch-diameter carbide core bits, and a Terra Sonic 150cc rubber-track-mounted drill rig 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 track-mounted
Geoprobe drill rig with a 3-7/8-inch tricone roller bit and mud rotary drilling methods.
Soil samples were obtained using two types of soil 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 a 2.43-inch inside diameter.
• Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter.
Borings were field-located using handheld GPS units and performed under full-time observation
of a qualified field engineer, and under the direct supervision of our project Professional Engineer.
Our field personnel maintained logs of all explorations, classified soil encountered, and obtained
representative soil samples. Logs for all borings used in our analysis are included in Appendix B.
The materials encountered in the borings were classified in accordance with the Unified Soil
Classification System (USCS).
Standard penetration tests were conducted as part of the sampling procedure (in general
accordance with ASTM D-1586), and the SPT results were recorded as N-values1 by our field
engineer. An automatic 140-pound hammer falling 30 inches was used to drive the SPT samplers.
Near-continuous SPT soil sampling was conducted in the upper 10 feet and at 5-foot intervals
thereafter. The hammer blows shown on the boring logs are uncorrected for the sampler type;
however, Langan used SPT N602 values in our design and discussions herein using the correlations
in Table 1A and 1B3.

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.
2. The blow counts required to drive the 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.
3. Correlations from Soil Mechanics in Engineering Practice (1996)

Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 4 of 12

TABLE 1A
N60 Correlations for Granular Soils
N60-value (BPF) <4 4-10 11-30 31-50 >50
Relative Density Very Loose Loose Medium Dense Very Dense

TABLE 1B
N60 Correlations for Cohesive Soils
N60-value (BPF) <2 2-4 5-8 9-15 16-30 >30
Consistency Very Soft Soft Medium Stiff Very Stiff Hard
Upon completion, boreholes were backfilled with auger cuttings.
Cone Penetration Tests
Two CPT soundings were advanced to 21 feet and 102 feet below existing grade at the site. The
CPT soundings were completed on 22 and 23 November 2024 by Bedke Geotechnical Field
Services.
The CPT soundings were used to gather semi-continuous soil profile data, perform pore pressure
dissipation (PPD) tests, and gather shear-wave velocity data to support our geotechnical
conclusions and recommendations for the proposed Well 3 and water transmission main. Due to
shallow cobbles, the upper 15 feet of the subsurface soil profile at each sCPT sounding was
predrilled using a hollow-stem auger and data was collected below 15 feet. Practical cone refusal
was met at approximately 21 feet in CPT-W3-1 due to the shallow cobble deposits.
PPD tests were performed to estimate the phreatic surface (static groundwater level) within each
of the soundings at select depths below the ground surface. To perform the PPD tests, a pore
pressure transducer located within the cone probe is used to measure the porewater pressure
during penetration, which generates excess (negative or positive) porewater pressure. The
advancement is stopped and the porewater pressure is measured over time, until the excess
porewater pressure dissipates and an equilibrium is reached. The equilibrium porewater pressure
is the static pressure head, which is used to calculate the phreatic surface based on the depth of
the PPD.
Shear-wave velocity measurements were taken in CPT-W3-2 at regular 10-foot intervals during
advancement of the cone probe. Advancement is paused, and a shear-wave source is produced
at the ground surface, typically by using a strike plate and sledgehammer. A geophone sensor
within the cone probe measures the shear wave arrival time to determine the shear wave
velocity.

Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 5 of 12

Laboratory Testing
Select soil samples obtained from the borings were submitted for laboratory testing to
characterize the physical and engineering properties of the subsurface soils for use in our
analyses. The laboratory tests performed, test methods used, and number of tests performed
for this investigation are listed in Table 2 below. Laboratory test results are presented in Appendix
C.
TABLE 2
Summary of Laboratory Testing
Test Test Method Number of Tests
Completed
Atterberg Limits ASTM D4318 19
Moisture ASTM D2216 20
Full Gradation ASTM D6913 19
Hydrometer ASTM D7928 19

SUBSURFACE CONDITIONS
In general, the subsurface conditions at the site consist of between 0 to 24 inches of topsoil
overlying unconsolidated alluvial stream bed and natural soil deposits. The natural soil
predominantly consists of approximately 15 to 20 feet of streambed deposits generally consisting
of relatively clean sand and gravel mixtures with cobbles and boulders overlying sand, which
extends to the maximum depth explored of about 102 feet.
Topsoil
Brown and dark brown topsoil consisting of silt and clay with trace sand and roots is generally
present in the upper 0 to 24 inches at the site.
Granular Soil
Streambed deposits generally consist of brown to dark brown sand and gravel mixtures with
varying amounts non-plastic fines and cobbles and boulders and extend to about 20 feet below
the ground surface. Cobbles were observed at the ground surface near the explorations. Due to
the cobbles and boulders, LB-1096 was offset and CPT-W3-1 met practical auger refusal at 21
feet.
Laboratory testing indicates that the sand is fine-grained and mostly uniform Laboratory test
results indicate that the sand has between less than 5 percent fines to up to about 15 percent
fines with the total range in fines content of tested samples between 1.7 to 78.9 percent.. Based
Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 6 of 12

on geologic mapping for the area and our observations, we interpret the upper 20 feet of the soil
profile is derived of stream alluvium and flood plain deposits.
Groundwater
The depth to the free water surface was measured within the borings at the time of drilling, and
the phreatic surface was estimated using pore pressure dissipation( PPD) tests taken within the
CPT soundings. A summary of the estimated groundwater levels are provided in Table 2 below.
Water elevations may fluctuate according to the season, or changes to stream flow or irrigation.
Water levels in the area is typically higher during the late winter to early spring and lower during
the late summer to early fall.
TABLE 3
Summary of Estimated Water Depths and Elevations
Exploration
ID
PPD
Test
Depth
(feet)
Observed
Phreatic
Water Surface
Depth
(feet)
Date
Approximate
Ground Surface
Elevation

(feet)
Approximate
Phreatic Water
Surface
Elevation

(feet)
LB-0077 N/A - 10/22/2019 4,909 -
LB-0191 N/A 4.6 5/20/2020 4,829 4,825
LB-0192 N/A 12.5 5/21/2020 4,842 4,830
LB-0201 N/A 6.0 5/28/2020 4,834 4,828
LB-0202 N/A 4.0 5/28/2020 4,829 4,825
LB-1095 N/A 5.0 9/24/2024 4,824 4,819
LB-1096 N/A 5.0 9/24/2024 4,826 4,821
LB-1098 N/A 4.0 10/25/2024 4,829 4,825
CPT-W3-1 20.4 2.2 11/23/2024 4,830 4,828
CPT-W3-2 25.6 1.2 11/22/2024 4,830 4,829

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 utilities. According to the United States
Geological Survey Quaternary Fault and Fold Database (USGS QFFDB), the nearest known active
faults capable of producing strong 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.
Normal, dip-slip movement characterizes all these faults.
We evaluated the site for two design earthquake shaking levels represented by a seismic event
having a 2 percent chance of exceedance in a 50-year period (2PE50) having a return interval of
Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 7 of 12

approximately 2,475 years, and a seismic event having a 20 percent chance of exceedance in a
50 year period (20PE50), or 250 year return interval. Each design earthquake was defined in terms
of the magnitude, peak ground acceleration, and distance using the USGS Unified Hazard Tool
and by deaggregation of fault sources contributing to the seismic risk.
The 2PE50 seismic event is associated with a 7.1 moment magnitude earthquake occurring at a
distance of 7.8 kilometers (km) and peak ground acceleration of 0.40 g. The 20PE50 seismic
event is associated with a 6.5 moment magnitude earthquake occurring at a distance of 8.3 km
and PGA of 0.10 g.
According to ASCE 7-16, and the encountered subsurface conditions, the Site should be
classified as Seismic Site Class F due to presence of liquefiable soil layers. A site-specific seismic
hazard analysis incorporating liquefied conditions should be conducted to refine the site-specific
response spectrum of the Site, particularly for larger period ground motion response.
Liquefaction
Liquefaction occurs in loose, saturated granular soils. Strong earthquakes induce increased pore
water pressures in submerged, susceptible soil deposits, resulting in an immediate loss in soil
bearing capacity and strength, and potential lateral flow displacement. As soil pore water
pressures dissipate after earthquake shaking, the liquefied soil particles will re-arrange and
densify, resulting in liquefaction-induced settlement.
Lateral spread occurs where continuous, flowable liquefiable layers are present beneath sites
with sloping ground, or at sites with relatively flat ground with nearby free faces, such as roadway
cuts or water fronts along a river, lake or canal. Lateral spread may occur as soil blocks above
liquefiable soil layers move downslope and/or towards a free face. Lateral spread displacements
may pose significant risks to structures at and below the ground surface.
We performed a CPT-based liquefaction triggering analysis, liquefaction-induced settlement
analysis, and lateral spread analysis using CLiq assessment software, version 3.5.2.5, by
Geologismiki for each design earthquake. Based on the measured groundwater within the drilled
borings and measured phreatic surface levels by PPD testing, and anticipated seasonal water
level fluctuations, we used a design groundwater elevation for our analyses of 4,828 feet. The
CPT-based liquefaction analysis was modified with physical fines content obtained from
laboratory testing on selected soil specimens collected from the drilled borings. We further
screened the data for liquefaction potential for transition layers, a Liquefaction Potential Index
(LPI) of less than 5, the soil behavior type (SBT) parameter, Ic of greater than 2.6, the corrected
normalized tip resistance, qc1N of greater than 180, and the normalized friction ratio (CD
parameter) of greater than 80 (Robertson, 1990). Lateral spread displacement was evaluated for
the liquefiable loose sandy soil layers at the Site following Zhang (2003) and Youd, et. al. (2002).
Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 8 of 12

An evaluation of the liquefaction-potential, applicable hazards, and potential impact to the
proposed construction is presented in the following subsections for each design earthquake. The
liquefaction analysis results are presented in Appendix D.
Liquefaction Analysis for the 2PE50 Earthquake
Results of our analysis indicate that for the 2PE50 design earthquake potentially liquefiable soil
layers at the site may vary in thickness from less than 2 inches to up to approximately 7 feet and
are generally located at depths between approximately 17 and 50 feet below the ground surface.
The CPT soil state behavior characteristics indicate that the potentially liquefiable soil layers are
generally contractive, which is considered consistent with the geologic depositional environment.
Presence of contractive soil suggests there is a relatively higher risk for large strain liquefaction-
induced soil deformations and flow failure, such as lateral spreading during and/or immediately
after shaking from a major earthquake. The results of the liquefaction analysis indicate the site
has a high potential for ground surface disruption including up to about 8 inches of free-field
liquefaction-induced settlement and about 40 inches of lateral spread for the 2PE50 design
earthquake.
Liquefaction Analysis for the 20PE50 Earthquake
Results of the liquefaction analysis for the 20PE50 design earthquake indicates that liquefaction
triggering and associated liquefaction-induced hazards such as ground failure, settlement, and
lateral spread will not occur.
CONCLUSIONS AND RECOMMENDATIONS
The Well 3 site is considered feasible for construction, provided the following recommendations
are incorporated in the design of the water transmission line, existing water well, additional
proposed well site, pump house, and generator pad. For the site for the 2PE50 design
earthquake, significant liquefaction-induced ground surface disruption is anticipated. For these
conditions, the proposed well pad should be protected against liquefaction-induced ground
displacement, and/or be designed using ‘break-away’ connections for piping and other well-head
connections. Ground improvement using Compacted Stone Columns (CSCs) may be considered
to mitigate the potential for ground displacement around the well head. No mitigation is
warranted for the 20PE50 design earthquake as the potential for liquefaction for this level of
seismic shaking is low. Our recommendations for ground improvement, trench excavations,
engineered fill, corrosion protection, and ground water control are presented in the subsections
below.

Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 9 of 12

Ground Improvement
Ground improvement is recommended to mitigate the liquefaction-induced hazards anticipated
for the site for the support of the proposed structures on conventional spread footings for the
2PE50 design earthquake only. Ground improvement consisting of Compacted Stone Columns
(CSCs, or, also known as ‘aggregate piers’) may be used in design of liquefaction mitigation
system and are considered viable solutions to reduce the risk for liquefaction-induced hazards,
such as liquefaction-induced settlement and lateral spread. CSCs are constructed by compacting
lifts of aggregate with a down-hole tamper or vibroflot. The CSC’s can be arranged to provide
densification of the potentially liquefiable soil layers, and/or resistance to liquefaction-induced
laterals spreading. In addition, shallow foundations constructed over the CSC ground
improvement may be designed using an allowable bearing pressure of approximately 5,500 psf
to 6,000 psf with total settlement less than 1 inch.
To mitigate liquefaction-induced hazards, CSCs should be installed to a minimum depth of 30
feet and with a minimum area replacement ration (ARR) of at least 17%. CSCs should be installed
a minimum of 30 feet laterally in each direction away from the well head to mitigate lateral spread.
Langan should be retained to work with the selected CSC contractor to develop and review
proposed ground improvement design approach and project specifications , and to review design
calculations and site/shop drawings for the proposed CSC ground improvement system to ensure
conformance with the geotechnical recommendations included in this report.
A representative of the geotechnical engineer shall observe the CSC installation and record pier
diameter and depth, soil conditions with depth, and note installed lift thickness, and relative
compaction notes based on observed resistance from drill rig(s).
The ground improvement design shall include post installation testing and monitoring of as-
installed CSCs using additional CPT soundings to confirm design static load carrying capacity, and
to measure in-situ densification between CSC elements.
Water Transmission Pipeline Excavation
Water transmission pipelines may be installed using conventional trench excavations,
cofferdams, shoring and dewatering systems or combinations thereof. Cut slope excavations are
not anticipated due to anticipated pipeline depths and dewatering requirements. Trenches may
be excavated using conventional earthmoving equipment. Excavations should be conducted in
accordance with applicable OSHA standards. Trench excavations and shoring should be analyzed
and designed considering the existing soil and groundwater conditions, and include the impacts
of dewatering, surcharge from equipment or spoils. All excavations deeper than 4 feet should
be benched, sloped, or shored. Shoring recommendations and considerations are discussed
further in the Shoring section below.
Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 10 of 12

The water transmission lines should be installed and trenches backfilled within 24 hours of trench
subgrade preparation. Trench excavations should be limited to lengths that can be backfilled
within 24 hours. Trenches should not be left open during periods of extended or heavy
precipitation. Trenches not backfilled within 24-hours of subgrade preparation should be re-
approved. Trench subgrades should be tested by loading them with a trench roller or heavy plate
compactor. A geotechnical engineer should confirm the trench subgrades can provide adequate
bearing resistance before the contractor installs any conduit or places any backfill in the trench.
Trenches excavated in fine-grade soils such as silt and clay may need to be lined with a non-
woven separation fabric to limit the migration of fines into the trench backfill.
Engineered Fill
Trenches should be backfilled with bedding sand, pipe zone fill, and trench backfill as defined in
the trench backfill detail included as Figure 8. Fill should be placed in accordance with the notes
in Figure 8 and in conformance to the general earthwork specification included as Appendix E.
Shoring
Shoring systems may consist of sheet piling, trench boxes or other suitable systems or
combinations of shoring systems that have been adequately designed and installed according to
manufacturer’s instructions and for the site conditions encountered. The shoring should be
designed by a qualified engineer or subcontractor licensed in the State of Utah and familiar with
the subsurface soil and water conditions at the site. Prior to construction the contractor should
submit shoring design drawings and calculations to Langan for review for conformance to the
geotechnical conclusions and recommendations for the site.
The shoring system should be designed to resist lateral earth pressures resulting from undrained
and undisturbed soil conditions extending horizontally behind the shoring a distance equal to the
retained soil height, plus any surcharge loads including from equipment and fill/spoils piles
adjacent to the shoring. Seismic (dynamic) loads need not be considered for temporary
construction conditions.
Shoring systems with horizontal backslope extending behind the shoring a distance of at least
the depth of the shoring, that are pinned at the top and bottom (e.g. shoring trench box) may be
designed using an at-rest earth pressure coefficient k0= 0.47. Cantilevered shoring systems such
as sheet piling that are allowed to deflect more than 1/1000 of the retained soil height may be
designed to resist active earth pressures using an active earth-pressure coefficient kA= 0.31.
The shoring system shall be designed to resist lateral earth pressures from the soil and any
hydrostatic pressure impacts from the anticipated dewatering system. A soil unit weight of 125
pounds per cubic foot may be used to represent the natural undisturbed gravel soil conditions
behind the shoring.
Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 11 of 12

Water Control
Water is expected to be encountered within the proposed trench excavations and well-head
construction at the site. Excavations will require dewatering systems that may include well-
points, sumps, or other dewatering systems or combination of dewatering systems. Pumping,
handling, and discharge of all dewatering effluent should be performed in accordance with
applicable regulations and any environmental requirements for the site. We recommend that the
contractor prepare a dewatering plan for our review.
Dewatering systems should be designed by a qualified engineer or contractor familiar with the
design and construction of dewatering systems for similar types of construction and in similar
subsurface soil conditions and environments. Dewatering systems shall be designed to
sufficiently dewater the site to reduce or eliminate hydrostatic water pressures from behind the
shoring, and to adequately mitigate ‘quick’ conditions beneath the bottom of the trench
excavation.
Surface water should be diverted away from above excavation trenches, cut slopes or shoring
systems and discharged in suitable locations that will not negatively impact the proposed
construction, shoring and dewatering systems, access roadways or existing land, slopes, or
streams/rivers.
Erosion control and other stormwater best management practices—such as the use of
appropriate vegetation, controlled irrigation to prevent overwatering of landscaping, and diversion
of stormwater from the slopes—should be implemented to reduce potential for slope saturation
and surficial slope failures.
Limitations
The conclusions and recommendations included in this letter report are for the sole use of WPR
and it’s authorized subconsultants and project team members for the project and are valid only
for the proposed construction and site location as described herein. If the proposed construction
or location(s) are different than described, Langan should be notified to reevaluate our
conclusions and recommendations. The conclusions and recommendations presented herein
are based on the subsurface conditions encountered from the exploration locations presented
and methods discussed. Actual soil conditions may vary from those described in this report.
Langan should be retained to observe the exposed soil conditions encountered during
construction to confirm, and to modify our conclusions and recommendations, if appropriate.
Field observation and testing services are considered an extension of our responsibilities as
geotechnical engineer of record. Langan should be retained to provide observation of ground
mitigation, exposed subgrades, testing of placed fill, and other pertinent elements of earthwork
construction, provided by a Langan geotechnical engineering representative.

Geological and Geotechnical Investigation Report
Concept Plan No. 1 – Well 3 and Waterline
Wasatch Peaks Ranch Development
Peterson, Utah
Langan Project No. 170529901
24 January 2025

Page 12 of 12

Closure

We appreciate the opportunity to provide continued service to WPR on this project. If you have
questions or would like to discuss further, please contact the undersigned at [phone] or
[e-mail].

Sincerely,
Langan Engineering and Environmental Services, LLC

Andrew Barton, P.E.
Project Engineer

Chris Garris, P.E.
Senior Associate

Enclosure(s): Figures
Appendix A – Plans
Appendix B – Exploration Logs
Appendix C – Laboratory Test Results
Appendix D – Liquefaction Analysis
Appendix E – General Earthwork Specification

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01-24-2025

FIGURES

Well 3 Location
Date: 6/17/2022 Time: 13:44 User: dspitzer Style Table: Langan.stb Layout: ANSIB-BL
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Langan Engineering andEnvironmental Services, Inc.
300 Union Boulevard, Suite 405
Lakewood, CO 80228
T: 303.262.2000 F: 303.262.2001 www.langan.com
8

APPENDIX A
Plans

WASATCH PEAKS RANCH - WELL SITE 3 LAYOUT March 20, 2024
MORGAN COUNTY, UT
NORTH
KEYMAP
NORTHVIEWPORT 1
LB-1096
Mud Rotary Boring
(45 Feet)
sCPT-W3-01
(100 feet or
refusal)
sCPT-W3-03
(100 feet or
refusal)
LB-1097
Mud Rotary Boring
(30 Feet)
LB-1098
Mud Rotary Boring
(60 Feet)
LB-1099
Mud Rotary Boring
(100 Feet)

APPENDIX B
Exploratory Logs

Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+4909.4
Sample Description
Dark brown clayey fine to coarse GRAVEL, some coarse sand
(moist)[GC]
Dark gray to brown sandy fine to coarse GRAVEL, some clay
(moist)[GW-GC]
Dark gray to brown sandy fine to coarse GRAVEL, some clay (dry)[GW-GC]
Dark gray to brown sandy fine to coarse GRAVEL, some clay
(dry)[GW-GC]
Dark brown to brown sandy fine to coarse GRAVEL, some clay
(dry)[GW-GC]
Dark brown sandy fine to coarse GRAVEL, some silt, trace clay (dry)[GW]
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
)
14
12
6
2
3
6
0
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
16
23
23
38
21
10
8
14
8
12
5
7
3
5
26
18
22
7
11
14
9
N-Value
(Blows/ft)
49
56
32
21
23
21
14
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Started Drilling at 10/22/2019 7:52 AM.
Cobbles
Cobble
Cobles
Cobble
Cobble
Log of Boring LB-0077 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4909.4 (NAVD88)
Drilling Company Date Started Date Finished
Cascade Drilling LP 10/22/2019 10/22/2019
Drilling Equipment Completion Depth Rock Depth
Boart Longyear 200c Mini Sonic 41.5 ft Not Encountered
Size and Type of Bit 4in Carbide Core Bit Number of Samples Disturbed 13 Undisturbed 0 Core 0
Casing Diameter (in)6.00 Casing Depth (ft)
20.0 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 2-inch O.D. Split Spoon; California Ring Sampler Joe Koons
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Pierre Bick
Template: Log-BH; Strip: BH-GEO; Printed on 01/24/2025
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4893.4
+4889.4
Sample Description
Reddish brown silty CLAY (moist)[CL][Qafp]
No Recovery
Mottled brown to gray CLAY, some fine to coarse gravel, trace
silt, trace sand (moist)[CL][Qafp]
Reddish brown sandy CLAY, some coarse gravel (moist)[CL]
[Qafp]
Reddish brown sandy CLAY, some coarse gravel (moist)[CL][Qafp]
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
S-12
Typ
e
SS
CR
SS
SS
SS
Re
c
o
v.
(in
)
14
0
17
3
13
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
6
50
25
24
50/4"
10
13
8
18
29
N-Value
(Blows/ft)
14
50
42
50/4"
42
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Boring collapsed, Drove 6in casing to 20.0ft
Boulder
Introduced drilling fluid (water).
qu = 2.5 tsf (PP)
qu = 2.3 tsf (PP)
Cobbles
Log of Boring LB-0077 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4909.4 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 01/24/2025
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4873.4
+4869.0
+4867.9
Sample Description
Reddish brown CLAY, some silt (moist)[CL][Qafp]
Reddish brown SILT, some fine sand (moist)[ML][Qafp]
End of Boring at 41.5ft.
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-13A
S-13B
Typ
e
SS
Re
c
o
v.
(in
)
15
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
9
12
N-Value
(Blows/ft)
21
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Bottom of boring at 10/22/2019 3:30 PM
Log of Boring LB-0077 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4909.4 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 01/24/2025
10 20 30 40
Dark brown gravelly CLAY (dry)[TOPSOIL]
Dark brown gravelly CLAY (dry)[TOPSOIL]
No Recovery
Dark brown sandy CLAY, some fine gravel, fine tocoarse sand (wet)[CL][Qafy]
Brown fine to coarse SAND, some fine to coarsegravel, trace clay (wet)[SC][Qafy]
Brown to brown fine to coarse SAND, some fine tocoarse gravel, trace clay (wet)[SC][Qafy]
4
8
8
1
30
45
S-
1
S
-
2
S
-
3
S
-
4
S
-
5
S
-
6
SS
S
S
S
S
S
S
CR
SS
8
4
0
3
1
8
16
5
7
12
1
10
30
5
6
10
2
3
25
Spin
+4825.0
+4819.0
+4809.0
Started Drilling at 5/20/2020
10:33 AM
Described from drill cuttings
Drive casing to 10.0ft
Re
c
o
v
.
(in
)
Nu
m
b
e
r
Pe
n
e
t
r
.
re
s
i
s
t
BL
/
6
i
n
Ty
p
e
0
Travis Ratliff
N/A
11 N/A
4.6
4in Carbide Core Bit
Cascade Drilling LP
Casing Diameter (in)First
DisturbedSize and Type of Bit
Drilling Equipment Rock Depth
Drop (in)
Date Started
Casing Depth (ft)
Agustina Gontaruk
Boart Longyear 100c Mini Sonic
24 HR.
2-inch split spoon
N/AN/A
Weight (lbs)
4.6
Weight (lbs)
Sampler
Casing Hammer
Automatic
Core
30inches
N/A
40.3 ft
Field Engineer
6in
Drilling Company
20ft
N/A
Completion
Completion Depth
Sampler Hammer
Date Finished
UndisturbedNumber of Samples
Drop (in)
140lbs
N/A Drilling Foreman
Water Level (ft.)
05/20/2020 05/20/2020
Sample Description
LB-0191
DepthScale
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
MA
T
E
R
I
A
L
SY
M
B
O
L
Project No.
20
170529901
Project
Log of Boring
Wasatch Peaks Ranch
Elevation and Datum
4829 ft (NAVD88)Peterson, Utah
of 2Sheet1
Location
N-Value(Blows/ft)
10 20 30 40
\\
L
A
N
G
A
N
.
C
O
M
\
D
A
T
A
\
P
A
R
\
D
A
T
A
9
\
1
7
0
5
2
9
9
0
1
\
P
R
O
J
E
C
T

D
A
T
A
\
_
D
I
S
C
I
P
L
I
N
E
\
G
E
O
T
E
C
H
N
I
C
A
L
\
G
I
N
T
L
O
G
S
\
1
7
0
5
2
9
9
0
1
_
E
N
T
E
R
P
R
I
S
E
_
L
B
-
1
_
T
O
_
L
B
-
5
0
0

D
O

N
O
T

U
S
E
_
O
N
L
Y

O
G
C

N
O
W
.
G
P
J

.
.
.

5
/
1
7
/
2
0
2
3

3
:
5
9
:
4
4

P
M

.
.
.

R
e
p
o
r
t
:

L
o
g

-

L
A
N
G
A
N
Ca
s
n
g

b
l
w
s
/

f
t
Co
r
i
n
g

(
m
i
n
)
Elev.(ft)
+4829.0
(Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.)
Remarks
9
15
20
2
40
7575
Sample Data
Brown fine to coarse SAND, some clay, some fine tocoarse gravel (wet)[SW][Qafy]
Brown gravelly fine to coarse SAND, some clay, fine tocoarse gravel (wet)[SW][Qafy]
Orangish brown sandy CLAY and clayey fine to coarseSAND, some fine to coarse gravel (wet)[SC][Qafy]
Orangish brown gravelly medium to coarse SAND,some clay, fine to coarse gravel (wet)[SP][Qafy]
Grayish brown CLAY, some coarse gravel(wet)[CL][Qafy]
Bottom of Boring at 40.3ft
37
21
S-
8
S
-
9
SS
SS
18
5
40
5
35
3
S-7
S-10
S-11
SS
SS
SS
12
4
2
50/5
50/4
50/4
+4799.0
+4794.0
+4789.0
+4788.7
Extended casing to 20ft after
drilling to 25ft . Drive casingto 20.0ft
Hole collapsed at 3:55pm
Very hard drilling from 39 to40ft
Bottom of boring at5/20/2020 4:25 PM.
Re
c
o
v
.
(in
)
Nu
m
b
e
r
Pe
n
e
t
r
.
re
s
i
s
t
BL
/
6
i
n
Ty
p
e
20
Sample Description
LB-0191
DepthScale
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
MA
T
E
R
I
A
L
SY
M
B
O
L
Project No.
45
170529901
Project
Log of Boring
Wasatch Peaks Ranch
Elevation and Datum
4829 ft (NAVD88)Peterson, Utah
of 2Sheet2
Location
N-Value(Blows/ft)
10 20 30 40
\\
L
A
N
G
A
N
.
C
O
M
\
D
A
T
A
\
P
A
R
\
D
A
T
A
9
\
1
7
0
5
2
9
9
0
1
\
P
R
O
J
E
C
T

D
A
T
A
\
_
D
I
S
C
I
P
L
I
N
E
\
G
E
O
T
E
C
H
N
I
C
A
L
\
G
I
N
T
L
O
G
S
\
1
7
0
5
2
9
9
0
1
_
E
N
T
E
R
P
R
I
S
E
_
L
B
-
1
_
T
O
_
L
B
-
5
0
0

D
O

N
O
T

U
S
E
_
O
N
L
Y

O
G
C

N
O
W
.
G
P
J

.
.
.

5
/
1
7
/
2
0
2
3

3
:
5
9
:
4
4

P
M

.
.
.

R
e
p
o
r
t
:

L
o
g

-

L
A
N
G
A
N
Ca
s
n
g

b
l
w
s
/

f
t
Co
r
i
n
g

(
m
i
n
)
Elev.(ft)
+4809.0
(Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.)
Remarks
50/5
7777
26
50/4
50/4
Sample Data
Dark brown silty CLAY, some fine to coarse gravel(dry)[TOPSOIL] with roots, rootlets
Dark brown silty CLAY, some fine to coarse gravel
(dry)[TOPSOIL] with roots, rootlets
Dark brown silty CLAY, some fine to coarse gravel
(dry)[CL][Qafy]
Brown gravelly CLAY, some fine to coarse sand, fine tocoarse gravel (dry)[CL][Qafy]
No Recovery
Brown gravelly fine to coarse SAND, trace clay
(moist)[SW][Qafy]
Brown gravelly fine to coarse SAND, some clay(wet)[SW][Qafy]
12
10
27
16
20
25
S-
1
S
-
2
S
-
3
S
-
4
S
-
5
S
-
6
S
-
7
SS
S
S
S
S
S
S
S
S
SS
S
S
3
5
3
6
0
6
8
11
16
15
8
25
20
50/5
1
16
9
6
4
15
20
+4838.0
+4834.0
Started Drilling at 5/21/2020
10:25 AM
Really hard drilling between9 and 10ft
No sample at 10ft because
drillers didn't want to breakspt. Cobbles in tailings bag
Re
c
o
v
.
(in
)
Nu
m
b
e
r
Pe
n
e
t
r
.
re
s
i
s
t
BL
/
6
i
n
Ty
p
e
0
Travis Ratliff
N/A
12 N/A
N/A
4in Carbide Core Bit
Cascade Drilling LP
Casing Diameter (in)First
DisturbedSize and Type of Bit
Drilling Equipment Rock Depth
Drop (in)
Date Started
Casing Depth (ft)
Agustina Gontaruk
Boart Longyear 100c Mini Sonic
24 HR.
2-inch split spoon
N/AN/A
Weight (lbs)
12.5
Weight (lbs)
Sampler
Casing Hammer
Automatic
Core
30inches
N/A
40 ft
Field Engineer
6in
Drilling Company
20ft
N/A
Completion
Completion Depth
Sampler Hammer
Date Finished
UndisturbedNumber of Samples
Drop (in)
140lbs
N/A Drilling Foreman
Water Level (ft.)
05/21/2020 05/21/2020
Sample Description
LB-0192
DepthScale
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
MA
T
E
R
I
A
L
SY
M
B
O
L
Project No.
20
170529901
Project
Log of Boring
Wasatch Peaks Ranch
Elevation and Datum
4842 ft (NAVD88)Peterson, Utah
of 2Sheet1
Location
N-Value(Blows/ft)
10 20 30 40
\\
L
A
N
G
A
N
.
C
O
M
\
D
A
T
A
\
P
A
R
\
D
A
T
A
9
\
1
7
0
5
2
9
9
0
1
\
P
R
O
J
E
C
T

D
A
T
A
\
_
D
I
S
C
I
P
L
I
N
E
\
G
E
O
T
E
C
H
N
I
C
A
L
\
G
I
N
T
L
O
G
S
\
1
7
0
5
2
9
9
0
1
_
E
N
T
E
R
P
R
I
S
E
_
L
B
-
1
_
T
O
_
L
B
-
5
0
0

D
O

N
O
T

U
S
E
_
O
N
L
Y

O
G
C

N
O
W
.
G
P
J

.
.
.

5
/
1
7
/
2
0
2
3

3
:
5
9
:
4
8

P
M

.
.
.

R
e
p
o
r
t
:

L
o
g

-

L
A
N
G
A
N
Elev.(ft)
+4842.0
(Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.)
Remarks
23
26
50/5
42
24
45
45
Sample Data
Brown gravelly fine to coarse SAND, some clay(wet)[SW][Qafy]
Brown gravelly fine to coarse SAND, some clay(wet)[SW][Qafy]
Brown clayey fine to coarse GRAVEL, some fine to coarsesand (wet)[GW][Qafy]
Brown clayey fine to coarse GRAVEL, some fine to coarsesand (wet)[GW][Qafy]
Bottom of Boring at 40ft
S-8
S-9
S-10
S-11
S-12
SS
SS
SS
SS
SS
5
5
5
2
0
50/5
50/5
50/5
50/4
50/0
+4812.0
+4802.0
Drive casing to 20.0ft
Bottom of boring 5/21/2020
3:23 PM
Re
c
o
v
.
(in
)
Nu
m
b
e
r
Pe
n
e
t
r
.
re
s
i
s
t
BL
/
6
i
n
Ty
p
e
20
Sample Description
LB-0192
DepthScale
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
MA
T
E
R
I
A
L
SY
M
B
O
L
Project No.
45
170529901
Project
Log of Boring
Wasatch Peaks Ranch
Elevation and Datum
4842 ft (NAVD88)Peterson, Utah
of 2Sheet2
Location
N-Value(Blows/ft)
10 20 30 40
\\
L
A
N
G
A
N
.
C
O
M
\
D
A
T
A
\
P
A
R
\
D
A
T
A
9
\
1
7
0
5
2
9
9
0
1
\
P
R
O
J
E
C
T

D
A
T
A
\
_
D
I
S
C
I
P
L
I
N
E
\
G
E
O
T
E
C
H
N
I
C
A
L
\
G
I
N
T
L
O
G
S
\
1
7
0
5
2
9
9
0
1
_
E
N
T
E
R
P
R
I
S
E
_
L
B
-
1
_
T
O
_
L
B
-
5
0
0

D
O

N
O
T

U
S
E
_
O
N
L
Y

O
G
C

N
O
W
.
G
P
J

.
.
.

5
/
1
7
/
2
0
2
3

3
:
5
9
:
4
9

P
M

.
.
.

R
e
p
o
r
t
:

L
o
g

-

L
A
N
G
A
N
Elev.(ft)
+4822.0
(Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.)
Remarks
50/5
50/5
50/5
50/4
50/0
Sample Data
Tannish brown sandy CLAY (wet)[TOPSOIL]
Brown CLAY, some medium sand (moist)[CH][Qal] with
roots
Brown CLAY, trace medium sand (moist)[CH][Qal]
Tannish brown gravelly CLAY, trace medium sand(moist)[CL][Qal]
Tannish brown CLAY, some medium sand, some mediumgravel (wet)[CL][Qal]
Brown SAND, some medium gravel, trace clay(moist)[SC][Qal]
Brown SAND, some medium gravel, trace clay(moist)[SC][Qal]
5
2
0
27
10
10
5
S-
1
S
-
2
S
-
3
S
-
4
S
-
5
S
-
7
S
-
6
SS
S
S
S
S
C
R
S
S
S
S
SS
14
1
4
1
2
1
2
6
1
0
6
5
2
0
24
10
10
12
11
2
1
7
14
7
12
+4832.4
+4828.4
+4824.4
+4814.4
Started Drilling at 5/20/2020
3:15 PM
Very weak, seemingly strongdue to cobbles.
qu=.00 tsf (PP)
Re
c
o
v
.
(in
)
Nu
m
b
e
r
Pe
n
e
t
r
.
re
s
i
s
t
BL
/
6
i
n
Ty
p
e
0
Aaron Bradley
N/A
11 N/A
N/A
4in Carbide Core Bit
Cascade Drilling LP
Casing Diameter (in)First
DisturbedSize and Type of Bit
Drilling Equipment Rock Depth
Drop (in)
Date Started
Casing Depth (ft)
Mario Hernandez
Boart Longyear 100c Mini Sonic
24 HR.
2-inch split spoon, 3-inch California sampler
N/AN/A
Weight (lbs)
6
Weight (lbs)
Sampler
Casing Hammer
Automatic
Core
30inches
N/A
41.5 ft
Field Engineer
N/A
Drilling Company
N/A
N/A
Completion
Completion Depth
Sampler Hammer
Date Finished
UndisturbedNumber of Samples
Drop (in)
140lbs
N/A Drilling Foreman
Water Level (ft.)
05/20/2020 05/28/2020
Sample Description
LB-0201
DepthScale
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
MA
T
E
R
I
A
L
SY
M
B
O
L
Project No.
20
170529901
Project
Log of Boring
Wasatch Peaks Ranch
Elevation and Datum
4834.4 ft (NAVD88)Peterson, Utah
of 2Sheet1
Location
N-Value(Blows/ft)
10 20 30 40
\\
L
A
N
G
A
N
.
C
O
M
\
D
A
T
A
\
P
A
R
\
D
A
T
A
9
\
1
7
0
5
2
9
9
0
1
\
P
R
O
J
E
C
T

D
A
T
A
\
_
D
I
S
C
I
P
L
I
N
E
\
G
E
O
T
E
C
H
N
I
C
A
L
\
G
I
N
T
L
O
G
S
\
1
7
0
5
2
9
9
0
1
_
E
N
T
E
R
P
R
I
S
E
_
L
B
-
1
_
T
O
_
L
B
-
5
0
0

D
O

N
O
T

U
S
E
_
O
N
L
Y

O
G
C

N
O
W
.
G
P
J

.
.
.

5
/
1
7
/
2
0
2
3

4
:
0
0
:
2
3

P
M

.
.
.

R
e
p
o
r
t
:

L
o
g

-

L
A
N
G
A
N
Elev.(ft)
+4834.4
(Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.)
Remarks
10
4
0
5151
20
20
17
Sample Data
Brownish tan gravelly SAND, trace clay (wet)[SW][Qal]
Brownish tan medium SAND (wet)[SP][Qal]
Brownish tan medium SAND (wet)[SP][Qal]
Brownish tan medium SAND (wet)[SP][Qal]
Bottom of Boring at 41.5ft
5
11
8
S-
8
S-
9
S-
1
0
S-
1
1
SS
SS
SS
SS
10
18
18
18
2
8
5
50
2
2
2
+4809.4
+4792.9
Started Drilling for the day at5/21/2020 7:50 AM. StoppedDrilling for the day at
5/20/2020 4:55 PM
Change from sandy gravel touniform sand
Driller didn't take SPT.
Sample obtained from sonicbag. Same as above
Bottom of boring at
5/21/2020 11:30 AM
Re
c
o
v
.
(in
)
Nu
m
b
e
r
Pe
n
e
t
r
.
re
s
i
s
t
BL
/
6
i
n
Ty
p
e
20
Sample Description
LB-0201
DepthScale
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
MA
T
E
R
I
A
L
SY
M
B
O
L
Project No.
45
170529901
Project
Log of Boring
Wasatch Peaks Ranch
Elevation and Datum
4834.4 ft (NAVD88)Peterson, Utah
of 2Sheet2
Location
N-Value(Blows/ft)
10 20 30 40
\\
L
A
N
G
A
N
.
C
O
M
\
D
A
T
A
\
P
A
R
\
D
A
T
A
9
\
1
7
0
5
2
9
9
0
1
\
P
R
O
J
E
C
T

D
A
T
A
\
_
D
I
S
C
I
P
L
I
N
E
\
G
E
O
T
E
C
H
N
I
C
A
L
\
G
I
N
T
L
O
G
S
\
1
7
0
5
2
9
9
0
1
_
E
N
T
E
R
P
R
I
S
E
_
L
B
-
1
_
T
O
_
L
B
-
5
0
0

D
O

N
O
T

U
S
E
_
O
N
L
Y

O
G
C

N
O
W
.
G
P
J

.
.
.

5
/
1
7
/
2
0
2
3

4
:
0
0
:
2
3

P
M

.
.
.

R
e
p
o
r
t
:

L
o
g

-

L
A
N
G
A
N
Elev.(ft)
+4814.4
(Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.)
Remarks
7
19
13
Sample Data
Dark brown CLAY (moist)[TOPSOIL] with roots
Brown sandy CLAY (moist)[CH][Qal] with roots
Tannish brown sandy CLAY, trace gravel (moist)[CL][Qal]
Brown SAND, some gravel, trace clay (wet)[SW][Qal]
Brown SAND, trace gravel, trace clay (wet)[SW][Qal]
Brown gravelly SAND, trace clay (wet)[SW][Qal]
Brown SAND, some clay, some medium gravel(wet)[SW][Qal]
Brown gravelly SAND, trace clay (wet)[SW][Qal]
S-7A
S-7B
2
8
36
15
1
10
29
S-
1
S
-
2
S
-
3
S
-
4
S
-
5
S
-
6
SS
S
S
C
R
S
S
S
S
S
S
SS
14
8
3
3
5
8
1
4
2
6
24
1
2
9
25
0
3
9
1
3
8
29
+4827.4
+4825.4
+4823.4
+4809.4
Started Drilling at 5/20/2020
9:45 AM
Re
c
o
v
.
(in
)
Nu
m
b
e
r
Pe
n
e
t
r
.
re
s
i
s
t
BL
/
6
i
n
Ty
p
e
0
Aaron Bradley
N/A
12 N/A
N/A
4in Carbide Core Bit
Cascade Drilling LP
Casing Diameter (in)First
DisturbedSize and Type of Bit
Drilling Equipment Rock Depth
Drop (in)
Date Started
Casing Depth (ft)
Mario Hernandez
Boart Longyear 100c Mini Sonic
24 HR.
2-inch split spoon, 3-inch California sampler
N/AN/A
Weight (lbs)
4
Weight (lbs)
Sampler
Casing Hammer
Automatic
Core
30inches
N/A
41.5 ft
Field Engineer
N/A
Drilling Company
N/A
N/A
Completion
Completion Depth
Sampler Hammer
Date Finished
UndisturbedNumber of Samples
Drop (in)
140lbs
N/A Drilling Foreman
Water Level (ft.)
05/20/2020 05/28/2020
Sample Description
LB-0202
DepthScale
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
MA
T
E
R
I
A
L
SY
M
B
O
L
Project No.
20
170529901
Project
Log of Boring
Wasatch Peaks Ranch
Elevation and Datum
4829.4 ft (NAVD88)Peterson, Utah
of 2Sheet1
Location
N-Value(Blows/ft)
10 20 30 40
\\
L
A
N
G
A
N
.
C
O
M
\
D
A
T
A
\
P
A
R
\
D
A
T
A
9
\
1
7
0
5
2
9
9
0
1
\
P
R
O
J
E
C
T

D
A
T
A
\
_
D
I
S
C
I
P
L
I
N
E
\
G
E
O
T
E
C
H
N
I
C
A
L
\
G
I
N
T
L
O
G
S
\
1
7
0
5
2
9
9
0
1
_
E
N
T
E
R
P
R
I
S
E
_
L
B
-
1
_
T
O
_
L
B
-
5
0
0

D
O

N
O
T

U
S
E
_
O
N
L
Y

O
G
C

N
O
W
.
G
P
J

.
.
.

5
/
1
7
/
2
0
2
3

4
:
0
0
:
2
8

P
M

.
.
.

R
e
p
o
r
t
:

L
o
g

-

L
A
N
G
A
N
Elev.(ft)
+4829.4
(Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.)
Remarks
4
14
6060
16
3
19
5454
Sample Data
Tannish brown SAND (wet)[SP][Qal]
Tannish brown SAND (wet)[SP][Qal]
Tannish brown SAND (wet)[SP][Qal]
Tannish brown SAND (wet)[SP][Qal]
Tannish brown SAND (wet)[SP][Qal]
Bottom of Boring at 41.5ft
13
8
35
2
18
S-
8
S
-
9
S
-
1
0
S-
1
1
S-
1
2
SS
SS
SS
SS
SS
18
17
18
18
18
5
3
22
2
10
4
2
11
5
4
+4787.9 Bottom of boring at
5/20/2020 2:55 PM.
Re
c
o
v
.
(in
)
Nu
m
b
e
r
Pe
n
e
t
r
.
re
s
i
s
t
BL
/
6
i
n
Ty
p
e
20
Sample Description
LB-0202
DepthScale
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
MA
T
E
R
I
A
L
SY
M
B
O
L
Project No.
45
170529901
Project
Log of Boring
Wasatch Peaks Ranch
Elevation and Datum
4829.4 ft (NAVD88)Peterson, Utah
of 2Sheet2
Location
N-Value(Blows/ft)
10 20 30 40
\\
L
A
N
G
A
N
.
C
O
M
\
D
A
T
A
\
P
A
R
\
D
A
T
A
9
\
1
7
0
5
2
9
9
0
1
\
P
R
O
J
E
C
T

D
A
T
A
\
_
D
I
S
C
I
P
L
I
N
E
\
G
E
O
T
E
C
H
N
I
C
A
L
\
G
I
N
T
L
O
G
S
\
1
7
0
5
2
9
9
0
1
_
E
N
T
E
R
P
R
I
S
E
_
L
B
-
1
_
T
O
_
L
B
-
5
0
0

D
O

N
O
T

U
S
E
_
O
N
L
Y

O
G
C

N
O
W
.
G
P
J

.
.
.

5
/
1
7
/
2
0
2
3

4
:
0
0
:
2
8

P
M

.
.
.

R
e
p
o
r
t
:

L
o
g

-

L
A
N
G
A
N
Elev.(ft)
+4809.4
(Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.)
Remarks
18
11
5757
4
28
Sample Data
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+4824.0
+4822.0
+4820.0
+4816.0
Sample Description
Brown SILT, some fine sand, trace roots (moist)[TOPSOIL]
Brown SILT, some fine to medium sand, trace roots, orange
surface stains (moist)[ML][Qafy]
Brown Sandy SILT, fine sand (moist)[ML][Qafy]
Brown Silty fine subrounded Gravel, some fine sand (wet)[GM][[Qafy]
Brown Silty fine subrounded Gravel, some fine sand (wet)[GM]
[[Qafy]
Brown Sandy fine subrounded Gravel, fine sand (wet)[GP]
[Qafy]
Brown Sandy fine subrounded Gravel, fine sand (wet)[GP][Qafy]
Brown to reddish brown Sandy fine subrounded GRAVEL, fine
sand, trace silt (wet)[GP][Qafy]
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-2A
S-2B
S-3
S-4
S-5
S-6
S-7
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
13
11
11
9
6
8
7
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
4
5
3
1
4
5
12
10
6
8
14
7
16
16
5
4
1
1
17
31
10
3
8
15
7
10
20
16
N-Value
(Blows/ft)
10
2
22
20
16
14
36
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 8:06 AM ; Drive casing
to 2 ft.
Drive casing to 4 ft.
Drive casing to 6 ft.
Drive casing to 8.00 ft.
Drive casing to 10 ft.
Drive casing to 12 ft.
Drive casing to 16 ft.
Log of Boring LB-1095 Sheet 1 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4824.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 9/24/2024 9/24/2024
Drilling Equipment Completion Depth Rock Depth
CME 55 Track-mounted Limited Access Drill Rig 39.9 ft Not Encountered
Size and Type of Bit 4" Casing with ODEX System Number of Samples Disturbed 12 Undisturbed 0 Core 0
Casing Diameter (in)4.00 Casing Depth (ft)
39.9 Water Level (ft.)First 5.0 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 John Ries
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Li Fen Stall-Ray
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4808.0
Sample Description
Brown to grayish brown coarse angular GRAVEL, some coarse
sand, some silt (wet)[GP]
Brown to grayish brown Sandy coarse subrounded GRAVEL,
coarse sand, some silt (wet)[GP][Qafy]
Brown Sandy coarse subrounded to subangular GRAVEL, coarse sand, some silt, rock fragments (wet)[GP][Qafy]
Brown Sandy coarse subrounded GRAVEL, coarse sand,
some silt, rock fragments (wet)[GP][Qafy]
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
9
12
5
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
14
30
30
35
45
23
34
35
26
40
50
40
40
50
N-Value
(Blows/ft)
56
85
63
85
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
possible cobbles, Drive casing to 21 ft.
possible cobbles, Drive casing to 26 ft.
possible cobbles, Drive casing to 31 ft
possible cobbles, Drive casing to 36 ft.
Log of Boring LB-1095 Sheet 2 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4824.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4788.0
+4784.1
Sample Description
Brown Sandy coarse subangular GRAVEL, coarse sand, some
silt, rock fragments (wet)[GP][Qafy]
End of Boring at 39.9ft.
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
Typ
e
SS
Re
c
o
v.
(in
)
6
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
3550/5"
N-Value
(Blows/ft)
50/5"
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
possible cobbles, Drive casing to 40.92 ft.
Stop Drilling: 39.92 ft, 1:40 PM
Log of Boring LB-1095 Sheet 3 of 3
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4824.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+4826.0
+4824.0
+4822.0
+4811.3
Sample Description
Dark brown SILT, trace fine gravel, trace fine sand, some
organics, some root, subrounded (moist)[ML][Qal]
Brown to tan Silty fine SAND, some coarse subrounded gravel
(moist)[SM][Qal]
Tan Gravelly medium SAND, subangular gravel, trace silt, (moist)[SP][Qal]
Tan coarse SAND, some subangular coarse gravel, trace silt
(wet)[SP][Qal]
Tan Gravelly coarse SAND, coarse subangular gravel, trace
silt (wet)[SP][Qal]
Brown Gravelly coarse SAND, coarse subangular gravel, trace silt (wet)[SP][Qal]
Tan coarse SAND, some fine to coarse gravel, trace silt,
subrounded to subangular (wet)[SP][Qal]
Tan to grayish brown SILT, trace fine sand (moist)[ML][Qal]
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-7A
S-7B
Typ
e
SS
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
19
16
10
5
8
4
16
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
8
5
13
9
9
17
19
11
18
6
4
37
17
8
8
15
11
12
17
19
32
13
9
5
15
5
4
N-Value
(Blows/ft)
16
28
21
38
31
9
22
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 12:16 PM
rock fragments in spt shoe; Drive casing
to 2 ft.
rock fragments in spt shoe; Drive casing to 4 ft.
Drive casing to 6 ft.
Drive casing to 8 ft.
Drive casing to 10 ft.
Drive casing to 14.00 ft.
Log of Boring LB-1096 Sheet 1 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4826.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 9/24/2024 9/24/2024
Drilling Equipment Completion Depth Rock Depth
CME 55 Limited-access Track Mounted Drill Rig 31.0 ft Not Encountered
Size and Type of Bit 4" Casing with ODEX System Number of Samples Disturbed 10 Undisturbed 0 Core 0
Casing Diameter (in)4.00 Casing Depth (ft)
29.0 Water Level (ft.)First 5.0 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, 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 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4810.0
+4807.0
+4802.0
+4800.8
+4797.0
+4795.0
Sample Description
No Recovery
Grayish brown Silty CLAY, trace fine sand, interbedded with
gray sandy silt, fine sand (moist)[CH][Qal]
Tan Silty fine SAND, some coarse gravel (wet)[SP-SM][Qal]
Tan Silty SAND, some fine to coarse gravel (wet)[SP-SM][Qal]
Grayish brown Silty coarse SAND, some coarse subangular gravel (wet)[SM][Qal]
End of Boring at 31.0ft.
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-9A
S-9B
S-10
Typ
e
MC

.
SS
SS
Re
c
o
v.
(in
)
0
20
14
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
2
5
10
13
8
7
14
18
N-Value
(Blows/ft)
13
27
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Introduced Drilling Fluid.
Drive casing to 19 ft.
Drive casing to 24 ft.
Drive casing to 29.00 ft.
Bottom of Boring at 31ft : 31 ft, 2:54 PM
Log of Boring LB-1096 Sheet 2 of 2
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4826.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.(ft)
+4829.0
+4823.0
Sample Description
Tan Silty medium SAND, some fine subangular gravel, trace
root (mosit)[SP][Qal]
Tan medium SAND, some silt, some fine to coarse subangular
gravel (moist)[SP][Qal]
Brown Gravelly medium SAND (wet)[SP][Qal]
Brown fine GRAVEL, trace medium sand (wet)[GP][Qal]
Brown coarse GRAVEL, trace coarse sand (wet)[GP][Qal]
Brown coarse GRAVEL, some coarse sand (wet)[GP][Qal]
Brown coarse GRAVEL, trace fine sand (wet)[GP][Qal]
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
Typ
e
SS
SS
SS
SS
SS
SS
Re
c
o
v.
(in
)
14
5
10
5
8
8
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
6
8
5
4
9
15
4
6
15
9
7
11
15
14
10
10
4
11
15
11
17
12
6
10
12
17
N-Value
(Blows/ft)
18
8
30
23
15
23
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Start Drilling: 0 ft, 8:03 AM
Drive casing to 6 ft.
Drive casing to 8 ft.
Drive casing to 10 ft.
Drive casing to 15 ft.
water loss
Log of Boring LB-1098 Sheet 1 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4829.0 (NAVD88)
Drilling Company Date Started Date Finished
DA Smith Drilling Company 10/25/2024 10/25/2024
Drilling Equipment Completion Depth Rock Depth
CME 55 Track mounted Limited Access Drill Rig 86.0 ft Not Encountered
Size and Type of Bit 3" Mud Rotary, 4" Casing with ODEX System Number of Samples Disturbed 21 Undisturbed 0 Core 0
Casing Diameter (in)4.00 Casing Depth (ft)
84.0 Water Level (ft.)First N/A Completion N/A 24 HR.4.0
Casing Hammer Weight (lbs)Drop (in)Drilling ForemanN/A N/A N/A
Sampler 2in OD Split Spoon John Ries
Field EngineerSampler Hammer Automatic Weight (lbs)140 Drop (in)30 Conrad Kieras, Marshall Lee
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4813.0
+4809.0
Sample Description
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
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-7
S-8
S-9
S-10
S-11
Typ
e
SS
SS
SS
SS
Re
c
o
v.
(in
)
11
13
13
18
17
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
6
8
13
2
4
6
9
12
9
11
10
17
19
9
12
9
14
N-Value
(Blows/ft)
26
17
30
13
18
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
mixing drilling mud; casing to 20 ft
water loss
casing to 25ft
Drive casing to 30 ft.
water loss
Stop drilling for the day: 32 ft, 3:57 PM ; Start drilling for the day: 32 ft, 8:12 AM
Contractor dropped pipe wrench into
hole, contractor offset location and drilled
to 35 ft; contractor mixing poly into Drill
water
casing to 35 ft
Log of Boring LB-1098 Sheet 2 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4829.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4793.0
Sample Description
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
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
)
20
21
20
18
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
13
18
10
16
10
12
7
10
20
17
19
13
12
16
10
12
N-Value
(Blows/ft)
38
35
24
20
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
Stop Drilling: 37 ft, 6:59 AM ; Start
Drilling: 37 ft, 6:59 AM
S-15 at 54 ft
Log of Boring LB-1098 Sheet 3 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4829.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4773.0
Sample Description
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
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
18
16
17
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
6
12
7
12
6
10
10
15
20
22
13
16
14
18
19
19
N-Value
(Blows/ft)
32
25
24
34
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
S-16 at 59 ft
S-17 at 64 ft
S-18 at 69 ft
S-19 at 74 ft
Log of Boring LB-1098 Sheet 4 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4829.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Ma
t
e
r
i
a
l
Sy
m
b
o
l
Elev.
(ft)
+4753.0
+4743.0
Sample Description
Brown fine SAND, trace silt (wet)[SP][Qal]
Brown fine SAND, trace silt (wet)[SP][Qal]
End of Boring at 86.0ft.
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
Typ
e
SS
SS
Re
c
o
v.
(in
)
18
20
Pe
n
e
t
r
-
re
s
i
s
t
BL
/
6
i
n
5
8
18
28
11
16
23
19
N-Value
(Blows/ft)
19
51
Remarks
(Drilling Fluid, Casing Depth,
Fluid Loss, Drilling Resistance, etc.)
S-20 at 79 ft
open hole drilling to 82; hole cave in;
casing to 84 ft
S-21 at 84 ft
Log of Boring LB-1098 Sheet 5 of 5
Project Project No.
Wasatch Peaks Ranch 170529901
Location Elevation and Datum
Peterson, Utah Approx. 4829.0 (NAVD88)
Template: Log-BH; Strip: BH-GEO; Printed on 12/09/2024
10 20 30 40
Project: Wasatch Peaks Ranch
Bedke Geotechnical Field Services
Draper, Utah
Client: Langan Total depth: 102.08 ft, Date: 11/22/2024
Coords: lat 41.13615° lon -111.81059°
Cone Type: Vertek 1-44-in sn 4644.146Location: south of Mountain Green, Utah
Cone resistance qt
DRILL OUT
Tip resistance (tsf)
300200
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance qt Sleeve frictionDRILL OUT
Friction (tsf)
420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15 Sleeve friction Pore pressure uDRILL OUT
Pressure (psi)
40200
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15 Pore pressure u Friction ratioDRILL OUT
Rf (%)
1086420-2
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15 Friction ratio Soil Behaviour Type
DRILL OUT
SBT (Robertson, 2010)
181614121086420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Soil Behaviour Type
Sand & silty sand
Sand & silty sand
SBTn Legend
1. Sensitive fine grained
2. Organic Soil
3. Clay
4. Clay & silty clay
5. Silty sand & sandy silt
6. Sand & silty sand
7. Sand
8. Very stiff sand/clayey sand
9. Very stiff fine grained
CPeT-IT v.3.9.4.2 - CPTU data presentation & interpretation software - Report created on: 12/3/2024, 12:50:31 PM 1
Project file: C:\Users\Doug Bedke GFS\OneDrive\HP Doug\Documents\CPT Projects\Langan\Wasatch Peaks Ranch\CPeT WasatchPeaksRanch 241127.cpt
CPT-W3-2
Project: Wasatch Peaks Ranch
Bedke Geotechnical Field Services
Draper, Utah
Client: Langan Total depth: 102.08 ft, Date: 11/22/2024
Coords: lat 41.13615° lon -111.81059°
Cone Type: Vertek 1-44-in sn 4644.146Location: south of Mountain Green, Utah
Cone resistanceDRILL OUT
Tip resistance (tsf)2000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15 Cone resistance Sleeve frictionDRILL OUT
Friction (tsf)420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15 Sleeve friction Norm. Soil Behaviour Type
DRILL OUT
SBTn (Robertson, 1990)181614121086420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Shear Wave velocityDRILL OUT
Vs (ft/s)1,0000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15 Custom DataCustom Data
Shear Wave velocity
CPeT-IT v.3.9.4.2 - CPTU data presentation & interpretation software - Report created on: 12/3/2024, 2:00:14 PM 0
Project file: C:\Users\Doug Bedke GFS\OneDrive\HP Doug\Documents\CPT Projects\Langan\Wasatch Peaks Ranch\CPeT WasatchPeaksRanch 241127.cpt
CPT-W3-2

APPENDIX C
Laboratory Test Results

Description of Soil: Date:
Project Name: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Mass of whole-dry specimen M (g): Dry mass of washed specimen M (g):
Sum of Retained Soil M1 = ∑Mn (g):
Mass lost during sieve analysis: = % (OK if less than 1%)
Remarks: Tested mass does not meet the min. mass requirements by ASTM.
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
Tan Sandy GRAVEL 12/24/2024
KA 4.0
KL
297.36 285.37
WPR Well 3 170529902
Morgan, UT LB-1096
SS S-3
3/4" 19.000 117.07 39.37 39.37 60.63
Sieve
No.
Sieve Opening
(mm)
Mass of Soil
Retained on
Each Sieve
Mn (g)
Percent of Mass
Retained on
Each Sieve
Rn (%)
Cumulative Percent
Retained
∑Rn (%)
Percent Finer
100 - ∑Rn (%)
4 4.750 26.97 9.07 74.68 25.32
3/8" 9.500 78.03 26.24 65.61 34.39
20 0.850 12.18 4.10 84.43 15.57
10 2.000 16.80 5.65 80.33 19.67
60 0.250 9.98 3.36 90.66 9.34
40 0.425 8.56 2.88 87.30 12.70
140 0.106 3.12 1.05 94.38 5.62
100 0.150 7.95 2.67 93.33 6.67
200 0.075 2.94 0.99 95.37 4.63
283.93
0.48
Pan N/A 0.33
𝑀 − 𝑀ଵ
𝑀 × 100
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth:
Reviewed by:
Fig. 1. Grain size distribution (sieve)
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
SS S-3
KA 4.0
KL
Tan Sandy GRAVEL 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1096
0
20
40
60
80
100
0.0100.1001.00010.000100.000
Pe
r
c
e
n
t

F
i
n
e
r

(
%
)
Grain Size (mm)
Description of Soil: Date:
Project Name: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Mass of whole-dry specimen M (g): Dry mass of washed specimen M (g):
Sum of Retained Soil M1 = ∑Mn (g):
Mass lost during sieve analysis: = % (OK if less than 1%)
Remarks: Tested mass does not meet the min. mass requirements by ASTM.
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
Brown Sandy GRAVEL 12/24/2024
KA 6.0
KL
205.16 202.33
WPR Well 3 170529902
Morgan, UT LB-1098
SS S-4
3/4" 19.000 45.50 22.18 22.18 77.82
Sieve
No.
Sieve Opening
(mm)
Mass of Soil
Retained on
Each Sieve
Mn (g)
Percent of Mass
Retained on
Each Sieve
Rn (%)
Cumulative Percent
Retained
∑Rn (%)
Percent Finer
100 - ∑Rn (%)
4 4.750 39.91 19.45 82.42 17.58
3/8" 9.500 83.69 40.79 62.97 37.03
20 0.850 6.58 3.21 95.39 4.61
10 2.000 20.02 9.76 92.18 7.82
60 0.250 1.15 0.56 97.04 2.96
40 0.425 2.24 1.09 96.48 3.52
140 0.106 0.72 0.35 97.96 2.04
100 0.150 1.16 0.57 97.61 2.39
200 0.075 0.79 0.39 98.34 1.66
201.90
0.21
Pan N/A 0.14
𝑀 − 𝑀ଵ
𝑀 × 100
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth:
Reviewed by:
Fig. 1. Grain size distribution (sieve)
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
SS S-4
KA 6.0
KL
Brown Sandy GRAVEL 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1098
0
20
40
60
80
100
0.0100.1001.00010.000100.000
Pe
r
c
e
n
t

F
i
n
e
r

(
%
)
Grain Size (mm)
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Mass of whole-dry specimen M (g):Mass of oven-dry washed specimen M (g):
Sum of Retained Soil M1 = ∑M n (g):
Mass lost during sieve analysis: = % (OK if less than 1%)
Remarks:4.0 g of hex is added for dispersing; tested material does not satisfy
the min. mass requirements
Created 02/08/2023 version 1.0 revised --/--/----
181.22
0.09
1.34
9.17 4.22 78.67 21.33
9.11 4.20 82.87 17.13
4.88 2.25 63.50 36.50
8.84 4.07 67.57 32.43
14.93 6.88 74.45 25.55
Pan
19.000
9.500
4.750
2.000
0.850
0.425
0.250
40
60
100
140
200
N/A
0.150
0.106
0.075
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
20
12.61 57.39 42.61
Sieve
No.
Sieve Opening
(mm)
Mass of Soil
Retained on
Each Sieve
Mn (g)
Percent of Mass
Retained on
Each Sieve
Rn (%)
10
18.23 44.78 55.22
27.37
Cumulative Percent
Retained
∑Rn (%)
Percent Finer
100 - ∑Rn (%)
3/4''
3/8''
4
13.99 6.45
KL
12/24/2024
170529902
LB-1095
S-3
4.0
Dark Sandy Gravel, some fines
WPR Well 3
SS
KA, KL
6.45 93.55
43.66 20.11 26.56 73.44
39.56
8.37
217.06 181.02
3.86 61.25 38.75
𝑀 − 𝑀ଵ
𝑀 × 100
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:Gs:
Hydrometer Type:Vsp (ml):
Meniscus correction Cm:Vhb (cm3):
Mass of dry specimen M s (g):Ac (cm2):
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Hydrometer Analysis (ASTM D7928)
Dark Sandy Gravel, some fines 12/24/2024
KA, KL 4.0
KL 2.70
152-H 1000.0
WPR Well 3 170529902
LB-1095
SS S-3
1.0 56.0
43.75 27.6
Time
(min)
Hydrometer
Reading
R
Temperature
T (°C)Offset Percent Finer
(%)
Effective Depth, Hm
(cm)D (mm)
1 11.75 22.0 4.3 17.0 15.2 0.0523
2 10.75 22.0 4.3 14.7 15.4 0.0372
4 9.75 22.0 4.3 12.4 15.5 0.0264
15 9.00 22.0 4.3 10.7
7 9.50 22.0 4.3 11.9 15.6
15.6
0.0200
0.0137
30 8.50 22.0 4.3 9.6 15.7 0.0097
60 8.25 22.0 4.3 9.0 15.8 0.0069
15.9
15.9
0.0049
0.00151288 7.25 22.0 4.3 6.8
121 7.75 22.0 4.3 7.9
5.0 g of hex added for dispersing.
Fig. 1. Grain size distribution
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Grain Size Distribution Curve
0
20
40
60
80
100
0.0010.010.1110100
Pe
r
c
e
n
t

F
i
n
e
r

(
%
)
Grain Size (mm)
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Mass of whole-dry specimen M (g):Mass of oven-dry washed specimen M (g):
Sum of Retained Soil M1 = ∑M n (g):
Mass lost during sieve analysis: = % (OK if less than 1%)
Remarks:4.0 g of hex is added for dispersing; tested material does not satisfy
the min. mass requirements
Created 02/08/2023 version 1.0 revised --/--/----
25.97 74.03
49.56 13.45 39.42 60.58
72.93
21.68
368.37 334.42
5.89 79.73 20.27
KL
12/24/2024
170529902
LB-1095
S-8
19.0
Tan Sandy GRAVEL
WPR Well 3
SS
KA, KL
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
20
14.63 73.85 26.15
Sieve
No.
Sieve Opening
(mm)
Mass of Soil
Retained on
Each Sieve
Mn (g)
Percent of Mass
Retained on
Each Sieve
Rn (%)
10
19.80 59.22 40.78
53.88
Cumulative Percent
Retained
∑Rn (%)
Percent Finer
100 - ∑Rn (%)
3/4''
3/8''
4
95.66 25.97
Pan
19.000
9.500
4.750
2.000
0.850
0.425
0.250
40
60
100
140
200
N/A
0.150
0.106
0.075
14.34 3.89 83.63 16.37
9.20 2.50 86.12 13.88
8.06 2.19 88.31 11.69
4.12 1.12 89.43 10.57
3.85 1.05 90.47 9.53
334.25
0.05
0.97
𝑀 − 𝑀ଵ
𝑀 × 100
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:Gs:
Hydrometer Type:Vsp (ml):
Meniscus correction Cm:Vhb (cm3):
Mass of dry specimen M s (g):Ac (cm2):
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
5.0 g of hex added for dispersing.
15.6
15.8
0.0048
0.00151307 8.00 22.0 4.3 7.2
120 9.50 22.0 4.3 10.1
30 11.25 22.0 4.3 13.4 15.3 0.0096
60 10.25 22.0 4.3 11.5 15.4 0.0068
4 13.50 22.0 4.3 17.7 14.9 0.0259
15 12.25 22.0 4.3 15.3
8 13.00 22.0 4.3 16.8 15.0
15.1
0.0184
0.0135
1 15.25 22.0 4.3 21.1 14.6 0.0513
2 14.75 22.0 4.3 20.1 14.7 0.0364
51.56 27.6
Time
(min)
Hydrometer
Reading
R
Temperature
T (°C)Offset Percent Finer
(%)
Effective Depth, Hm
(cm)D (mm)
152-H 1000.0
WPR Well 3 170529902
LB-1095
SS S-8
1.0 56.0
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Hydrometer Analysis (ASTM D7928)
Tan Sandy GRAVEL 12/24/2024
KA, KL 19.0
KL 2.70
Fig. 1. Grain size distribution
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Grain Size Distribution Curve
0
20
40
60
80
100
0.0010.010.1110100
Pe
r
c
e
n
t

F
i
n
e
r

(
%
)
Grain Size (mm)
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Mass of whole-dry specimen M (g):Mass of oven-dry washed specimen M (g):
Sum of Retained Soil M1 = ∑M n (g):
Mass lost during sieve analysis: = % (OK if less than 1%)
Remarks:4.0 g of hex is added for dispersing; tested material does not satisfy
the min. mass requirements
Created 02/08/2023 version 1.0 revised --/--/----
81.75
0.05
1.75
16.07 10.57 41.90 58.10
16.32 10.74 52.64 47.36
5.20 3.42 13.00 87.00
9.38 6.17 19.17 80.83
18.48 12.16 31.33 68.67
Pan
19.000
9.500
4.750
2.000
0.850
0.425
0.250
40
60
100
140
200
N/A
0.150
0.106
0.075
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
20
2.30 7.36 92.64
Sieve
No.
Sieve Opening
(mm)
Mass of Soil
Retained on
Each Sieve
Mn (g)
Percent of Mass
Retained on
Each Sieve
Rn (%)
10
4.06 5.06 94.94
3.49
Cumulative Percent
Retained
∑Rn (%)
Percent Finer
100 - ∑Rn (%)
3/4''
3/8''
4
0.00 0.00
KL
12/24/2024
170529902
LB-1096
S-1
0.0
Dark Sandy SILT & Silty SAND
WPR Well 3
SS
KA, KL
0.00 100.00
1.52 1.00 1.00 99.00
6.17
3.37
151.98 81.67
2.22 9.57 90.43
𝑀 − 𝑀ଵ
𝑀 × 100
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:Gs:
Hydrometer Type:Vsp (ml):
Meniscus correction Cm:Vhb (cm3):
Mass of dry specimen M s (g):Ac (cm2):
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Hydrometer Analysis (ASTM D7928)
Dark Sandy SILT & Silty SAND 12/24/2024
KA, KL 0.0
KL 2.70
152-H 1000.0
WPR Well 3 170529902
LB-1096
SS S-1
1.0 56.0
49.51 27.6
Time
(min)
Hydrometer
Reading
R
Temperature
T (°C)Offset Percent Finer
(%)
Effective Depth, Hm
(cm)D (mm)
1 24.00 22.0 4.3 39.4 13.2 0.0487
2 22.00 22.0 4.3 35.4 13.5 0.0348
4 18.50 22.0 4.3 28.5 14.1 0.0252
16 15.25 22.0 4.3 22.0
8 17.00 22.0 4.3 25.5 14.3
14.6
0.0180
0.0128
30 14.00 22.0 4.3 19.5 14.8 0.0094
56 13.25 22.0 4.3 18.0 14.9 0.0069
15.2
15.3
0.0048
0.00141317 11.00 22.0 4.3 13.5
120 12.00 22.0 4.3 15.5
5.0 g of hex added for dispersing.
Fig. 1. Grain size distribution
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Grain Size Distribution Curve
0
20
40
60
80
100
0.0010.010.1110100
Pe
r
c
e
n
t

F
i
n
e
r

(
%
)
Grain Size (mm)
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Mass of whole-dry specimen M (g):Mass of oven-dry washed specimen M (g):
Sum of Retained Soil M1 = ∑M n (g):
Mass lost during sieve analysis: = % (OK if less than 1%)
Remarks:4.0 g of hex is added for dispersing; tested material does not satisfy
the min. mass requirements
Created 02/08/2023 version 1.0 revised --/--/----
0.00 100.00
0.00 0.00 0.00 100.00
0.00
0.08
129.63 31.59
0.06 0.06 99.94
KL
12/24/2024
170529902
LB-1096
S-7
14.0
Brown Sandy SILT
WPR Well 3
SS
KA, KL
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
20
0.00 0.00 100.00
Sieve
No.
Sieve Opening
(mm)
Mass of Soil
Retained on
Each Sieve
Mn (g)
Percent of Mass
Retained on
Each Sieve
Rn (%)
10
0.00 0.00 100.00
0.00
Cumulative Percent
Retained
∑Rn (%)
Percent Finer
100 - ∑Rn (%)
3/4''
3/8''
4
0.00 0.00
Pan
19.000
9.500
4.750
2.000
0.850
0.425
0.250
40
60
100
140
200
N/A
0.150
0.106
0.075
0.67 0.52 0.58 99.42
0.83 0.64 1.22 98.78
2.61 2.01 3.23 96.77
7.54 5.82 9.05 90.95
15.62 12.05 21.10 78.90
30.60
0.76
3.25
𝑀 − 𝑀ଵ
𝑀 × 100
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:Gs:
Hydrometer Type:Vsp (ml):
Meniscus correction Cm:Vhb (cm3):
Mass of dry specimen M s (g):Ac (cm2):
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
5.0 g of hex added for dispersing; tested soil mass does not satisfy min. mass requirements.
15.3
15.6
0.0048
0.00141344 9.50 22.0 4.3 13.8
120 11.00 22.0 4.3 17.8
30 12.00 22.0 4.3 20.4 15.2 0.0095
60 11.75 22.0 4.3 19.8 15.2 0.0068
4 17.75 22.0 4.3 35.6 14.2 0.0253
16 13.00 22.0 4.3 23.1
8 15.00 22.0 4.3 28.3 14.7
15.0
0.0182
0.0130
1 26.00 22.0 4.3 57.3 12.8 0.0481
2 21.25 22.0 4.3 44.8 13.6 0.0350
37.51 27.6
Time
(min)
Hydrometer
Reading
R
Temperature
T (°C)Offset Percent Finer
(%)
Effective Depth, Hm
(cm)D (mm)
152-H 1000.0
WPR Well 3 170529902
LB-1096
SS S-7
1.0 56.0
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Hydrometer Analysis (ASTM D7928)
Brown Sandy SILT 12/24/2024
KA, KL 14.0
KL 2.70
Fig. 1. Grain size distribution
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Grain Size Distribution Curve
0
20
40
60
80
100
0.0010.010.1110100
Pe
r
c
e
n
t

F
i
n
e
r

(
%
)
Grain Size (mm)
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Mass of whole-dry specimen M (g):Mass of oven-dry washed specimen M (g):
Sum of Retained Soil M1 = ∑M n (g):
Mass lost during sieve analysis: = % (OK if less than 1%)
Remarks:4.0 g of hex is added for dispersing; tested material does not satisfy
the min. mass requirements
Created 02/08/2023 version 1.0 revised --/--/----
39.11 60.89
118.44 40.81 79.93 20.07
14.12
4.89
290.20 280.92
1.69 88.86 11.14
KL
12/24/2024
170529902
LB-1098
S-7
15.0
Brown Sandy GRAVEL
WPR Well 3
SS
KA, KL
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
20
2.38 87.18 12.82
Sieve
No.
Sieve Opening
(mm)
Mass of Soil
Retained on
Each Sieve
Mn (g)
Percent of Mass
Retained on
Each Sieve
Rn (%)
10
4.87 84.79 15.21
6.92
Cumulative Percent
Retained
∑Rn (%)
Percent Finer
100 - ∑Rn (%)
3/4''
3/8''
4
113.51 39.11
Pan
19.000
9.500
4.750
2.000
0.850
0.425
0.250
40
60
100
140
200
N/A
0.150
0.106
0.075
6.98 2.41 91.27 8.73
7.29 2.51 93.78 6.22
4.77 1.64 95.42 4.58
1.93 0.67 96.09 3.91
1.79 0.62 96.71 3.29
281.09
0.06
0.45
𝑀 − 𝑀ଵ
𝑀 × 100
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:Gs:
Hydrometer Type:Vsp (ml):
Meniscus correction Cm:Vhb (cm3):
Mass of dry specimen M s (g):Ac (cm2):
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
5.0 g of hex added for dispersing.
15.9
16.0
0.0049
0.00151328 7.00 22.0 4.3 5.6
120 7.50 22.0 4.3 6.6
31 8.50 22.0 4.3 8.6 15.7 0.0096
60 7.75 22.0 4.3 7.1 15.9 0.0069
4 11.00 22.0 4.3 13.7 15.3 0.0262
16 9.00 22.0 4.3 9.6
8 10.00 22.0 4.3 11.6 15.5
15.6
0.0187
0.0133
1 13.00 22.0 4.3 17.7 15.0 0.0519
2 12.00 22.0 4.3 15.7 15.2 0.0369
48.86 27.6
Time
(min)
Hydrometer
Reading
R
Temperature
T (°C)Offset Percent Finer
(%)
Effective Depth, Hm
(cm)D (mm)
152-H 1000.0
WPR Well 3 170529902
LB-1098
SS S-7
1.0 56.0
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Hydrometer Analysis (ASTM D7928)
Brown Sandy GRAVEL 12/24/2024
KA, KL 15.0
KL 2.70
Fig. 1. Grain size distribution
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Grain Size Distribution Curve
0
20
40
60
80
100
0.0010.010.1110100
Pe
r
c
e
n
t

F
i
n
e
r

(
%
)
Grain Size (mm)
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Mass of whole-dry specimen M (g):Mass of oven-dry washed specimen M (g):
Sum of Retained Soil M1 = ∑M n (g):
Mass lost during sieve analysis: = % (OK if less than 1%)
Remarks:4.0 g of hex is added for dispersing
Created 02/08/2023 version 1.0 revised --/--/----
179.33
0.79
0.38
8.40 4.40 91.34 8.66
4.57 2.39 93.73 6.27
39.78 20.84 24.05 75.95
79.32 41.55 65.60 34.40
40.74 21.34 86.94 13.06
Pan
19.000
9.500
4.750
2.000
0.850
0.425
0.250
40
60
100
140
200
N/A
0.150
0.106
0.075
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Sieve Analysis (ASTM D6913)
20
0.79 0.79 99.21
Sieve
No.
Sieve Opening
(mm)
Mass of Soil
Retained on
Each Sieve
Mn (g)
Percent of Mass
Retained on
Each Sieve
Rn (%)
10
0.00 0.00 100.00
1.50
Cumulative Percent
Retained
∑Rn (%)
Percent Finer
100 - ∑Rn (%)
3/4''
3/8''
4
0.00 0.00
KL
12/24/2024
170529902
LB-1098
S-10
29.0
Brown SAND
WPR Well 3
SS
KA, KL
0.00 100.00
0.00 0.00 0.00 100.00
0.00
4.64
190.92 180.83
2.43 3.22 96.78
𝑀 − 𝑀ଵ
𝑀 × 100
Description of Soil: Date:
Project Location: Project No.:
Project Phase: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:Gs:
Hydrometer Type:Vsp (ml):
Meniscus correction Cm:Vhb (cm3):
Mass of dry specimen M s (g):Ac (cm2):
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Hydrometer Analysis (ASTM D7928)
Brown SAND 12/24/2024
KA, KL 29.0
KL 2.70
152-H 1000.0
WPR Well 3 170529902
LB-1098
SS S-10
1.0 56.0
40.28 27.6
Time
(min)
Hydrometer
Reading
R
Temperature
T (°C)Offset Percent Finer
(%)
Effective Depth, Hm
(cm)D (mm)
8 6.75 22.0 4.3 6.1 16.0 0.0190
15 6.00 22.0 4.3 4.3 16.1 0.0139
30 6.00 22.0 4.3 4.3 16.1 0.0098
121 5.00 22.0 4.3 1.8
60 6.00 22.0 4.3 4.3 16.1
16.3
0.0070
0.0049
1270 5.00 22.0 4.3 1.8 16.3 0.0015
5.0 g of hex added for dispersing.
Fig. 1. Grain size distribution
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Grain Size Distribution Curve
0
20
40
60
80
100
0.0010.010.1110100
Pe
r
c
e
n
t

F
i
n
e
r

(
%
)
Grain Size (mm)
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Liquid Limit LL =
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
15790 W 6th Ave.,
Golden, CO 80401
Lab Test Report
Atterberg Limit - Liquid Limit (ASTM D4318)
Dark Sandy SILT & Silty SAND 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1096
Can no. 84 21 75
SS S-1
KA, KL 0.0
KL
Item Test No.
1 2 3
Mass of can, M 1 (g)5.58 5.45 5.56
Mass of can + wet soil, M2 (g)20.87 17.60 17.99
Mass of can + dry soil, M3 (g)16.63 14.38 14.73
Mass of moisture, M 2 - M3 (g)4.24 3.22 3.26
Mass of dry soil, M3 - M 1 (g)11.05 8.93 9.17
Moisture content, w (%) = 38.4 36.1 35.6
Number of blows, N 15 23 28
36
𝑀ଶ − 𝑀ଷ
𝑀ଷ − 𝑀ଵ
× 100
26
31
36
41
46
10 100
Wa
t
e
r

C
o
n
t
e
n
t

(
%
)
No. of Blow
LL=36
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Liquid Limit LL =
Plasticity Index, PI = LL - PL =
Soil Classification =
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Atterberg Limit - Plastic Limit (ASTM D4318)
Dark Sandy SILT & Silty SAND 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1096
SS S-1
KA, KL 0.0
KL
Item Test No.
1
Can no.
Mass of can, M 1 (g)
18
5.46
Mass of can + moist soil, M2 (g)
Mass of can + dry soil, M3 (g)
9.77
8.90
Mass of moisture, M 2 - M3 (g)
Mass of dry soil, M3 - M 1 (g)
0.87
3.44
11
ML
Plastic Limit, PL =
36
25𝑀ଶ − 𝑀ଷ
𝑀ଷ − 𝑀ଵ
× 100
0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y

I
n
d
e
x

(
%
)
Liquid Limit (%)
PLASTICITY CHART
MH & OH
CH or OH
CL or OL
CL + ML
ML & OL
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Liquid Limit LL =
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
15790 W 6th Ave.,
Golden, CO 80401
Lab Test Report
Atterberg Limit - Liquid Limit (ASTM D4318)
Tan Sandy GRAVEL 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1096
SS S-3
KA 4.0
KL
Item Test No.
1 2 3
Can no.
Hard to Groove
Mass of can, M 1 (g)
Mass of can + wet soil, M2 (g)
Mass of can + dry soil, M3 (g)
Mass of moisture, M 2 - M3 (g)
Mass of dry soil, M3 - M 1 (g)
Moisture content, w (%) =
Number of blows, N
Non-Plastic
𝑀ଶ − 𝑀ଷ
𝑀ଷ − 𝑀ଵ
× 100
35
39
43
47
51
55
10 100
Wa
t
e
r

C
o
n
t
e
n
t

(
%
)
No. of Blow
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Liquid Limit LL =
Plasticity Index, PI = LL - PL =
Soil Classification =
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Atterberg Limit - Plastic Limit (ASTM D4318)
Tan Sandy GRAVEL 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1096
SS S-3
KA 4.0
KL
Item Test No.
Non-Plastic
1
Hard to Roll
Can no.
Mass of can, M 1 (g)
Mass of can + moist soil, M2 (g)
Mass of can + dry soil, M3 (g)
Mass of moisture, M 2 - M3 (g)
Mass of dry soil, M3 - M 1 (g)
Plastic Limit, PL = 𝑀ଶ − 𝑀ଷ
𝑀ଷ − 𝑀ଵ
× 100
0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y

I
n
d
e
x

(
%
)
Liquid Limit (%)
PLASTICITY CHART
MH & OH
CH or OH
CL or OL
CL + ML
ML & OL
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Liquid Limit LL =
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
15790 W 6th Ave.,
Golden, CO 80401
Lab Test Report
Atterberg Limit - Liquid Limit (ASTM D4318)
Brown Sandy SILT 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1096
Can no. 12 35 87
SS S-7
KA, KL 14.0
KL
Item Test No.
1 2 3
Mass of can, M 1 (g)5.48 5.48 5.53
Mass of can + wet soil, M2 (g)14.30 15.75 17.65
Mass of can + dry soil, M3 (g)12.40 13.57 15.20
Mass of moisture, M 2 - M3 (g)1.90 2.18 2.45
Mass of dry soil, M3 - M 1 (g)6.92 8.09 9.67
Moisture content, w (%) = 27.5 26.9 25.3
Number of blows, N 18 24 33
26
𝑀ଶ − 𝑀ଷ
𝑀ଷ − 𝑀ଵ
× 100
16
21
26
31
36
10 100
Wa
t
e
r

C
o
n
t
e
n
t

(
%
)
No. of Blow
LL=26
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Liquid Limit LL =
Plasticity Index, PI = LL - PL =
Soil Classification =
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Atterberg Limit - Plastic Limit (ASTM D4318)
Brown Sandy SILT 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1096
SS S-7
KA, KL 14.0
KL
Item Test No.
1
Can no. 24
Mass of can, M 1 (g)5.43
Mass of can + moist soil, M2 (g)15.23
Mass of can + dry soil, M3 (g)13.33
Mass of moisture, M 2 - M3 (g)1.90
Mass of dry soil, M3 - M 1 (g)7.90
ML
Plastic Limit, PL = 24
26
2
𝑀ଶ − 𝑀ଷ
𝑀ଷ − 𝑀ଵ
× 100
0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y

I
n
d
e
x

(
%
)
Liquid Limit (%)
PLASTICITY CHART
MH & OH
CH or OH
CL or OL
CL + ML
ML & OL
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Liquid Limit LL =
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Item Test No.
1 2 3
Can no.
Hard to Groove
Mass of can, M 1 (g)
Mass of can + wet soil, M2 (g)
Mass of can + dry soil, M3 (g)
Mass of moisture, M 2 - M3 (g)
Mass of dry soil, M3 - M 1 (g)
Moisture content, w (%) =
Number of blows, N
Non-Plastic
SS S-10
KA 29.0
KL
Brown SAND 12/24/2024
WPR Well 3 170529902
Morgan, UT LB-1098
Atterberg Limit - Liquid Limit (ASTM D4318)
15790 W 6th Ave.,
Golden, CO 80401
Lab Test Report
𝑀ଶ − 𝑀ଷ
𝑀ଷ − 𝑀ଵ
× 100
35
39
43
47
51
55
10 100
Wa
t
e
r

C
o
n
t
e
n
t

(
%
)
No. of Blow
Description of Soil: Date:
Project Location: Project No.:
City/State/Zip: Boring/Test Pit ID:
Sample Type: Sample ID:
Tested By: Sample Depth (ft):
Reviewed By:
Liquid Limit LL =
Plasticity Index, PI = LL - PL =
Soil Classification =
Remarks:
Created 02/08/2023 version 1.0 revised --/--/----
Non-Plastic
Can no.
Hard to Roll
Mass of can, M 1 (g)
Mass of can + moist soil, M2 (g)
Mass of can + dry soil, M3 (g)
Mass of moisture, M 2 - M3 (g)
Mass of dry soil, M3 - M 1 (g)
Plastic Limit, PL =
KA 29.0
KL
Item Test No.
1
WPR Well 3 170529902
Morgan, UT LB-1098
SS S-10
Lab Test Report
15790 W 6th Ave.,
Golden, CO 80401
Atterberg Limit - Plastic Limit (ASTM D4318)
Brown SAND 12/24/2024
𝑀ଶ − 𝑀ଷ
𝑀ଷ − 𝑀ଵ
× 100
0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y

I
n
d
e
x

(
%
)
Liquid Limit (%)
PLASTICITY CHART
MH & OH
CH or OH
CL or OL
CL + ML
ML & OL

APPENDIX D
Liquefaction Analysis

LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
B&I (2014)
B&I (2014)
Based on Ic value
6.55
0.12
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Well 3 Liquefaction Report Location : WPR - Morgan County, UT
Langan Engineering and Environmental Services, LLC
257 E 200 S, Suite 410
Salt Lake City, Utah
www.langan.com
CPT file : CPT-01
1.00 ft
1.00 ft
3
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
Yes
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:

Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
2000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Cone resistance SBTn Plot
DRILL OUT
Ic (Robertson 1990)
4321
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot CRR plot
DRILL OUT
CRR & CSR
0.60.40.20
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
qc1N,cs 200180160140120100806040200
Cy
c
l
i
c

S
t
r
e
s
s

R
a
t
i
o
*

(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
No
r
m
a
l
i
z
e
d

C
P
T

p
e
n
e
t
r
a
t
i
o
n

r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
Friction RatioDRILL OUT
Rf (%)
1086420
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
DRILL OUT
Factor of safety
21.510.50
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 12/11/2024, 11:18:11 AM
Project file:
1
This software is licensed to: Janice Cusack CPT name: CPT-01
Cone resistance
qt (tsf)
3002001000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction RatioDRILL OUT
Rf (%)
1086420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Friction Ratio Pore pressure
DRILL OUT
u (psi)
403020100
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Pore pressure
Insitu
SBT Plot
DRILL OUT
Ic(SBT)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBT Plot Soil Behaviour Type
DRILL OUT
SBT (Robertson et al. 1986)
1817161514131211109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Soil Behaviour Type
Sand & silty sand
Sand & silty sand
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 12/11/2024, 11:18:11 AM 2
Project file:
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
6.55
0.12
1.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
1.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand9. Very stiff fine grained
This software is licensed to: Janice Cusack CPT name: CPT-01
Norm. cone resistance
Qtn
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )
Norm. friction ratio
Fr (%)
1086420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Norm. friction ratio Nom. pore pressure ratio
Bq
10.80.60.40.20-0.2
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Nom. pore pressure ratio SBTn Plot
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot Norm. Soil Behaviour Type
DRILL OUT
SBTn (Robertson 1990)
1817161514131211109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 12/11/2024, 11:18:11 AM 3
Project file:
SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
6.55
0.12
1.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
1.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Janice Cusack CPT name: CPT-01
Norm. cone resistance
qc1N
3002001000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Norm. cone resistance
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s ( i n t e r m e d i a t e r e s u l t s )
SBTn Index
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Index Apparent fines content
FC (%)
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Apparent fines content "Fines" adjustment
Delta qc1N
109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
"Fines" adjustment Corrected norm. cone resistance
qc1N,cs
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Corrected norm. cone resistance
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 12/11/2024, 11:18:11 AM 4
Project file:
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
6.55
0.12
1.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
1.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Janice Cusack CPT name: CPT-01
CRR plot
DRILL OUT
CRR & CSR
0.60.40.20
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s
FS Plot
DRILL OUT
Factor of safety
21.510.50
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Liquefaction potential
DRILL OUT
LPI
20151050
De
p
t
h

(
f
t
)
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Liquefaction potential Vertical settlements
DRILL OUT
Settlement (in)
0.150.10.050
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Vertical settlements Lateral displacements
DRILL OUT
LDI
0.40.20
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 12/11/2024, 11:18:11 AM 5
Project file:
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
6.55
0.12
1.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
1.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
F.S. color scheme LPI color scheme
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
This software is licensed to: Janice Cusack CPT name: CPT-01
Normalized friction ratio (%)0.1 1 10
No
r
m
a
l
i
z
e
d

C
P
T

p
e
n
e
t
r
a
t
i
o
n

r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t s
qc1N,cs 200180160140120100806040200
Cy
c
l
i
c

S
t
r
e
s
s

R
a
t
i
o
*

(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Thickness of surface layer, H1 (m)109876543210
Th
i
c
k
n
e
s
s

o
f

l
i
q
u
e
f
i
a
b
l
e

s
a
n
d

l
a
y
e
r
,

H
2

(
m
)
12.0
11.0
10.0
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
CPT-01 (0.00)
Analysis PGA: 0.12
PG
A

0
.
2
0
g
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 12/11/2024, 11:18:11 AM 6
Project file:
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
6.55
0.12
1.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
1.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Janice Cusack CPT name: CPT-01
Norm. cone resistance
qc1N
3002001000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( I d r i s s & B o u l a n g e r ( 2 0 0 8 ) )
Residual strength correction
Delta qc1N-Sr
109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Residual strength correction Corrected norm. cone resistanceDRILL OUT
qc1Ncs-Sr
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Corrected norm. cone resistance SBTn Index
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Index Liquefied Su/Sig'v
DRILL OUT
Su/Sig'v
0.50.40.30.20.10
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 12/11/2024, 11:18:11 AM 7
Project file:
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
6.55
0.12
1.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
1.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
T A B L E O F C O N T E N T S

1
8
9
10

CPT-01 results
Summary data report
Transition layer aglorithm summary report
Vertical settlements summary report
Lateral displacements summary report
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:05 PM
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analy
LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
B&I (2014)
B&I (2014)
Based on Ic value
7.00
0.48
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Well 3 Liquefaction Study Location : WPR - Morgan County, UT
Langan Engineering and Environmental Services, LLC
257 E 200 S, Suite 410
Salt Lake City, Utah
www.langan.com
CPT file : CPT-01
2.00 ft
2.00 ft
3
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
Yes
Yes
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:

Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
2000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Cone resistance SBTn Plot
DRILL OUT
Ic (Robertson 1990)
4321
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot CRR plot
DRILL OUT
CRR & CSR
0.60.40.20
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
qc1N,cs 200180160140120100806040200
Cy
c
l
i
c

S
t
r
e
s
s

R
a
t
i
o
*

(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
No
r
m
a
l
i
z
e
d

C
P
T

p
e
n
e
t
r
a
t
i
o
n

r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
Friction RatioDRILL OUT
Rf (%)
1086420
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
DRILL OUT
Factor of safety
21.510.50
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analy
1
This software is licensed to: Janice Cusack CPT name: CPT-01
Cone resistance
qt (tsf)
3002001000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction RatioDRILL OUT
Rf (%)
1086420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Friction Ratio Pore pressure
DRILL OUT
u (psi)
403020100
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Pore pressure
Insitu
SBT Plot
DRILL OUT
Ic(SBT)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBT Plot Soil Behaviour Type
DRILL OUT
SBT (Robertson et al. 1986)
1817161514131211109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Soil Behaviour Type
Sand & silty sand
Sand & silty sand
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM 2
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
7.00
0.48
2.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
2.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand9. Very stiff fine grained
This software is licensed to: Janice Cusack CPT name: CPT-01
Norm. cone resistance
Qtn
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )
Norm. friction ratio
Fr (%)
1086420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Norm. friction ratio Nom. pore pressure ratio
Bq
10.80.60.40.20-0.2
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Nom. pore pressure ratio SBTn Plot
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot Norm. Soil Behaviour Type
DRILL OUT
SBTn (Robertson 1990)
1817161514131211109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM 3
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
7.00
0.48
2.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
2.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Janice Cusack CPT name: CPT-01
Norm. cone resistance
qc1N
3002001000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Norm. cone resistance
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s ( i n t e r m e d i a t e r e s u l t s )
SBTn Index
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Index Apparent fines content
FC (%)
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Apparent fines content "Fines" adjustment
Delta qc1N
109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
"Fines" adjustment Corrected norm. cone resistance
qc1N,cs
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Corrected norm. cone resistance
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM 4
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
7.00
0.48
2.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
2.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Janice Cusack CPT name: CPT-01
CRR plot
DRILL OUT
CRR & CSR
0.60.40.20
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s
FS Plot
DRILL OUT
Factor of safety
21.510.50
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Liquefaction potential
DRILL OUT
LPI
20151050
De
p
t
h

(
f
t
)
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
Liquefaction potential Vertical settlements
DRILL OUT
Settlement (in)
86420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Vertical settlements Lateral displacements
DRILL OUT
LDI
403020100
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Lateral displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM 5
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
7.00
0.48
2.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
2.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
F.S. color scheme LPI color scheme
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
This software is licensed to: Janice Cusack CPT name: CPT-01
Normalized friction ratio (%)0.1 1 10
No
r
m
a
l
i
z
e
d

C
P
T

p
e
n
e
t
r
a
t
i
o
n

r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t s
qc1N,cs 200180160140120100806040200
Cy
c
l
i
c

S
t
r
e
s
s

R
a
t
i
o
*

(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Thickness of surface layer, H1 (m)109876543210
Th
i
c
k
n
e
s
s

o
f

l
i
q
u
e
f
i
a
b
l
e

s
a
n
d

l
a
y
e
r
,

H
2

(
m
)
12.0
11.0
10.0
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
CPT-01 (14.88)Analysis PGA: 0.48
PG
A

0
.
4
0
g

-

0
.
5
0
g
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM 6
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
7.00
0.48
2.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
2.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
This software is licensed to: Janice Cusack CPT name: CPT-01
Norm. cone resistance
qc1N
3002001000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( I d r i s s & B o u l a n g e r ( 2 0 0 8 ) )
Residual strength correction
Delta qc1N-Sr
109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Residual strength correction Corrected norm. cone resistanceDRILL OUT
qc1Ncs-Sr
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Corrected norm. cone resistance SBTn Index
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Index Liquefied Su/Sig'v
DRILL OUT
Su/Sig'v
0.50.40.30.20.10
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM 7
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
B&I (2014)
B&I (2014)
Based on Ic value
7.00
0.48
2.00 ft
Depth to GWT (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
2.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
Yes
Yes
Sands only
No
N/A
TRANSITION LAYER DETECTION ALGORITHM REPORT
Summary Details & Plots
This software is licensed to: Janice Cusack CPT name: CPT-01
SBTn Index
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Index Norm. Soil Behaviour Type
DRILL OUT
SBTn (Robertson 1990)
1817161514131211109876543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
Norm. Soil Behaviour Type
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Transition layer algorithm properties
Ic minimum check value:
Ic maximum check value:
Ic change ratio value:
Minimum number of points in layer:
General statistics
Total points in CPT file:
Total points excluded:
Exclusion percentage:
Number of layers detected:
The software will delete data when the cone is in transition from either clay to sand or vise-versa. To do this the software
requires a range of Ic values over which the transition will be defined (typically somewhere between 1.80 < Ic < 3.0) and a rate
of change of Ic. Transitions typically occur when the rate of change of Ic is fast (i.e. delta Ic is small).

The SBTn plot below, displays in red the detected transition layers based on the parameters listed below the graphs.
Short description
1.70
3.00
0.0250
4
1556
0
0.00%
0
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analy
8
This software is licensed to: Janice Cusack CPT name: CPT-01
Cone resistance
qt (tsf)
3002001000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Cone resistance SBTn Plot
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot FS Plot
DRILL OUT
Factor of safety
21.510.50
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Vertical settlements
DRILL OUT
Settlement (in)
86420
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s
Strain plot
Volumentric strain (%)
6543210
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Strain plot
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM 9
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance qc corrected for pore water effects)
Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
This software is licensed to: Janice Cusack CPT name: CPT-01
Cone resistance
qt (tsf)
2000
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Cone resistance SBTn Plot
DRILL OUT
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot Corrected norm. cone resistance
qc1N,cs
200150100500
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
Corrected norm. cone resistance FS Plot
DRILL OUT
Factor of safety
21.510.50
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Cyclic shear strain
Gamma max (%)
6050403020100
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cyclic shear strain Lateral displacements
DRILL OUT
LDI
40200
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Lateral displacements
Estimation of post-earthquake lateral Displacements
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software - Report created on: 11/26/2024, 3:31:04 PM 10
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
qt: Total cone resistance (cone resistance qc corrected for pore water effects)
Ic: Soil Behaviour Type Index
qc1N,cs: Equivalent clean sand normalized CPT total cone resistance
F.S.: Factor of safety
γmax: Maximum cyclic shear strain
LDI: Lateral displacement index
Abbreviations
This software is licensed to: Janice Cusack CPT name: CPT-01
Corrected norm. cone resistance
Qtn,cs
2000
De
p
t
h

(
f
t
)
102
100
98
96
94
92
90
88
86
84
82
80
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
Corrected norm. cone resistance SBTn Index Plot
Ic (Robertson 1990)
4321
De
p
t
h

(
f
t
)
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Index Plot
zA
zB
zA
B
H1
FS plot
Factor of safety
21.510.50
De
p
t
h

(
f
t
)
102
100
98
96
94
92
90
88
86
84
82
80
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
FS plot Stresses vs Depth
Stresses (tsf)
642
De
p
t
h

(
f
t
)
102
100
98
96
94
92
90
88
86
84
82
80
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16 σvo (EQ)
uo (EQ)
EQu
Stresses vs Depth Excess Head
hexc (ft)
1086420
De
p
t
h

(
f
t
)
102
100
98
96
94
92
90
88
86
84
82
80
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16 hexc
σ'vo=0
hA
Excess Head Liq. ejecta demand
LD (ton/ft)
0.60.40.20
De
p
t
h

(
f
t
)
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0 LD: 0.78
CR: 0.00
Liq. ejecta demand
Ejecta severity
Severe
Ejecta Severity Estimation
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 11
Project file: \\langan.com\data\PAR\data9\170529901\Project Data\_Discipline\Geotechnical\Reports\Individual Utilities\Well 3 Liquefaction Investigation and Geotechnical Report\Analyses\Liquefaction - CPT\Liquefaction Analysis - CPT.clq
Procedure for the evaluation of soil liquefaction resistance, NCEER (1998)
Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. The
procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER
Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a
flowchart1:
1 "Estimating liquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 12
Procedure for the evaluation of soil liquefaction resistance (all soils), Robertson (2010)
Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. This
procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER
Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a
flowchart1:
1 P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on
Performance-based Design in Earthquake Geotechnical Engineering – from case history to practice, IS-Tokyo, June 2009
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 13
Procedure for the evaluation of soil liquefaction resistance, Idriss & Boulanger (2008)
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 14
Procedure for the evaluation of soil liquefaction resistance (sandy soils), Moss et al. (2006)
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 15
Procedure for the evaluation of soil liquefaction resistance, Boulanger & Idriss(2014)
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 16
Procedure for the evaluation of liquefaction-induced lateral spreading displacements
Site investigation
with SPT or
CPT
Design
earthquake
Ground
geometry
SPT data with
fines content
measurements or CPT data
Moment magnitude
of earthquake (M w )
and peak surface
acceleration ( a max )
Geometric parameters
for each of different
zones in level (or
gently sloping) ground
with (or without) a free
face
Liquefaction potential analysis
to calculate FS, (N 1 ) 60cs or
(q c1N ) cs
( using the NCEER SPT-
or CPT-based method ( Youd et al.
2001))
Calculation of the lateral
displacement index
(LDI)
( using Figure 1 and Equation [3])
Zones with three major
geometric parameters or
less - free face height (H),
the distance to a free face
(L), or/and slope (S)
Zones with
more than
three major
geometric
parameters
L/H
or/and
S
Estimated lateral displacement, LD
For gently sloping ground without a free face,
LD = (S + 0.20) · LDI (for 0.2% < S < 3.5%)
For level ground with a free face,

(
LD = 6 · (L/H)-0.8 · LDI (for 5 < L/H < 40)
Evaluation of
lateral
displacements
based on
other
approaches
and
engineering
judgment
If
(N 1 ) 60cs < 14
or
( q c1N ) cs < 70
evaluate
potential
of
flow
liquefaction
1 Flow chart illustrating major steps in estimating liquefaction-induced lateral spreading displacements using the proposed approach
1 Figure 1
1 Equation [3]
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 17
1 "Estimating liquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman
Procedure for the estimation of seismic induced settlements in dry sands
Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL CONFERENCE ON
RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, San
Diego, CA
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 18
Liquefaction Potential Index (LPI) calculation procedure
Graphical presentation of the LPI calculation procedure
Calculation of the Liquefaction Potential Index (LPI) is used to interpret the liquefaction assessment calculations in terms of
severity over depth. The calculation procedure is based on the methology developed by Iwasaki (1982) and is adopted by AFPS.

To estimate the severity of liquefaction extent at a given site, LPI is calculated based on the following equation:
LPI =
where:
FL = 1 - F.S. when F.S. less than 1
FL = 0 when F.S. greater than 1
z depth of measurment in meters

Values of LPI range between zero (0) when no test point is characterized as liquefiable and 100 when all points are characterized
as susceptible to liquefaction. Iwasaki proposed four (4) discrete categories based on the numeric value of LPI:
⦁ LPI = 0 : Liquefaction risk is very low
⦁ 0 < LPI <= 5 : Liquefaction risk is low
⦁ 5 < LPI <= 15 : Liquefaction risk is high
⦁ LPI > 15 : Liquefaction risk is very high
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 19
Shear-Induced Building Settlement (Ds) calculation procedure
The shear-induced building settlement (Ds) due to liquefaction below the building can be estimated using the relationship
developed by Bray and Macedo (2017):
where Ds is in the units of mm, c1= -8.35 and c2= 0.072 for LBS ≤ 16, and c1= -7.48 and c2= 0.014 otherwise. Q is the
building contact pressure in units of kPa, HL is the cumulative thickness of the liquefiable layers in the units of m, B is the
building width in the units of m, CAVdp is a standardized version of the cumulative absolute velocity in the units of g-s, Sa1 is
5%-damped pseudo-acceleration response spectral value at a period of 1 s in the units of g, and ε is a normal random variable
with zero mean and 0.50 standard deviation in Ln units. The liquefaction-induced building settlement index (LBS) is:
where z (m) is the depth measured from the ground surface > 0, W is a foundation-weighting factor wherein W = 0.0 for z less
than Df, which is the embedment depth of the foundation, and W = 1.0 otherwise. The shear strain parameter (ε_shear) is the
liquefaction-induced free-field shear strain (in %) estimated using Zhang et al. (2004). It is calculated based on the estimated Dr
of the liquefied soil layer and the calculated safety factor against liquefaction triggering (FSL).
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 20
References
⦁ Lunne, T., Robertson, P.K., and Powell, J.J.M 1997. Cone penetration testing in geotechnical practice, E & FN Spon Routledge,
352 p, ISBN 0-7514-0393-8.
⦁ Boulanger, R.W. and Idriss, I. M., 2007. Evaluation of Cyclic Softening in Silts and Clays. ASCE Journal of Geotechnical and
Geoenvironmental Engineering June, Vol. 133, No. 6 pp 641-652
⦁ Boulanger, R.W. and Idriss, I. M., 2014. CPT AND SPT BASED LIQUEFACTION TRIGGERING PROCEDURES. DEPARTMENT OF
CIVIL & ENVIRONMENTAL ENGINEERING COLLEGE OF ENGINEERING UNIVERSITY OF CALIFORNIA AT DAVIS
⦁ Robertson, P.K. and Cabal, K.L., 2007,Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at
http://www.geologismiki.gr/
⦁ Robertson, P.K. 1990. Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27 (1), 151-8.
⦁ Robertson, P.K. and Wride, C.E., 1998. Cyclic Liquefaction and its Evaluation based on the CPT Canadian Geotechnical Journal,
1998, Vol. 35, August.
⦁ Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E.,
Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K.,
Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF
Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering,
Vol. 127, October, pp 817-833
⦁ Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian
Geotechnical Journal, 39: pp 1168-1180
⦁ Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT,
ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861-871
⦁ Pradel, D., 1998, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical &
Geoenvironmental Engineering, Vol. 124, No. 4, 364-368
⦁ Iwasaki, T., 1986, Soil liquefaction studies in Japan: state-of-the-art, Soil Dynamics and Earthquake Engineering, Vol. 5, No. 1,
2-70
⦁ Papathanassiou G., 2008, LPI-based approach for calibrating the severity of liquefaction-induced failures and for assessing the
probability of liquefaction surface evidence, Eng. Geol. 96:94–104
⦁ P.K. Robertson, 2009, Interpretation of Cone Penetration Tests -a unified approach., Canadian Geotechnical Journal, Vol. 46,
No. 11, pp 1337-1355
⦁ P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on
Performance-based Design in Earthquake Geotechnical Engineering -from case history to practice, IS-Tokyo, June 2009
⦁ Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL
CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in
honor of professor I. M. Idriss, SAN diego, CA
⦁ R. E. S. Moss, R. B. Seed, R. E. Kayen, J. P. Stewart, A. Der Kiureghian, K. O. Cetin, CPT-Based Probabilistic and Deterministic
Assessment of In Situ Seismic Soil Liquefaction Potential, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 132,
No. 8, August 1, 2006
⦁ I. M. Idriss and R. W. Boulanger, 2008. Soil liquefaction during earthquakes, Earthquake Engineering Research Institute
MNO-12
⦁ Jonathan D. Bray & Jorge Macedo, Department of Civil & Environmental Engineering, Univ. of California, Berkeley, CA, USA,
Simplified procedure for estimating liquefaction-induced building settlement, Proceedings of the 19th International Conference
on Soil Mechanics and Geotechnical Engineering, Seoul 201
CLiq v.3.5.2.5 - CPT Liquefaction Assessment Software 21

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

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.
4. ASTM D1557 Test Method for Laboratory Compaction Characteristics of Soil Using
Modified Effort.
Wasatch Peaks Ranch General Earthwork Specification – 31 20 00
Morgan County, Utah

EARTHWORK
31 20 00 - 2
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)

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

EARTHWORK
31 20 00 - 3
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.
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.
Wasatch Peaks Ranch General Earthwork Specification – 31 20 00
Morgan County, Utah

EARTHWORK
31 20 00 - 4
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
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
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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.
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
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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:
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
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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
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.
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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.
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.
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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.
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.
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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
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
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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.
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.
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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.
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.
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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
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
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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.
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.
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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
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.
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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.
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
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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.
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.
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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.
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.
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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.
END OF SECTION