HomeMy WebLinkAboutSubsoils Report for Foundation DesignGEOTECH NICAL I NVESTIGATION REPORT
Proposed FreeUp Storage Silt Expansion
357 South 16th Street
Silt, Colorado
Yeh Project No.: 222-221
June LO,2022
Prepared for:
Spartan lnvestment Group, LLC
L44O Brickyard Drive, Unit 4
Golden, Colorado 80403
Attn: Mr. Alex Dick
Prepared by:
Yeh and Associates, lnc.
588 North Commercial Drive
Grand Junction, CO 81505
Phone: 970-382-9590
Yeh and Associate Inc
Consult nccrs & Scicntistsütng Eng
GEOTECHN ICAL INVESTIGATION REPORT
Proposed FreeUp Storage Silt Expansion
357 South 16th Street
Silt, Colorado
Yeh Project No.: 222-22L
June tO,2022
Reviewed by:Prepared by:
Martin L. Skyrman, P.E.
Senior Geotechnical Engineer
Roger K. Southworth, P.E.
Senior Project Manager
Yeh and Associates Inc.
(lonsulting Enginccts & Sc cntists
L.
1
06/to/2022
tlt
Report Section 8.3 Floor Slabs updated November 8,2O23
Kevin Dye, P.E.
Senior Project Engineer
rl8/2023
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TABLE OF CONTENTS
1.0 PURPOSE AND SCOPE OF STUDY
2.0 PROPOSED CONSTRUCTION
3.0 srTE coNDrTroNs..............
4.0 GEOLOGTC SETT|NG..............
5.0 SUBSURFACE INVESTIGATION ........
5,]- FIELD EXPLoRATION
T
L
2
3
4
4
5.2 LABORATORY TESTING
8.2 SHALLoW FouruoRlorus....
8.3 FLooR Slnss ..........
8.4 Sersurc CorusrorRmorus ..,
8.5 DRATNAGT Corusro¡Rnrorus
9.1_
9.2
9.3
9.4
9.5
............5
6.0 suBsuRFAGE coND|iloNs..............
7.0 DESIGN CONSIDERATIONS
8.0 RECOMMENDATIONS............
8.]" HELICAL PIERS.
6
6
7
7
.'...',.'..'.''...'.,, 7
...................... 8
...................... 9
...................... 9
8.6 CoRRosrvrrY 1_0
8.7 Pnvevrrur.....10
9.0 EARTHWORK RECOMMENDATIONS ............ 11
Srre GRuegtNc nruo SrnlpptNG ..................
EXCAVATIoN AN D TRENCH CONSTRUCf ION...
BurLDr NG Pno PRrpnRmoN .....................
PAVEMENT SUBGRADE PR¡pnRnTIOru
Frr-l MntrRrnl.................
9.6 CoMpAciloN REeurREMENTS..........
1.r
12
L3
L3
L3
1,4
10.0 L|M|TATIONS.... ....... t4
11.0 REFERENCES....... ..... 15
n
TABLE OF CONTENTS (Continued)
List of Figures
FrGunE 1. PnoLEcr LocATroN Mnp ............
FrcuR¡ 2. Srrr PHoToGRApH - ExrsrNG Srr Co¡¡orr¡orus.
List of Tables
TABLE ]-, RECOMMENDTO PNVEV¡rur SECTIONS ..TL
LIST oF ApPENDICES
APPEruOIX A _ BORING LOCATION PLAN
APPENDIX B - LoGS nruo LrCrruO
AppEITIoIx C - LneonnroRY TEST RESULTS
vt
Proposed FreeUp Storage Silt Expansion
Yeh Project No. 222-221.
1.0 PURPOSE AND SCOPE OF STUDY
This report presents the results of our geotechnical investigation for the expansion of the existing FreeUp
Storage Silt facility that will be constructed in Silt, Colorado. This investigation was performed in general
accordance with our Proposal No.222-22tdated April 29,2022 and authorized by Mr. Alex Dick of Spartan
lnvestment Group, LLC on May 6, 2022. Our scope of services included public and private utility locates,
field exploration, laboratory testing, geotechnical engineering analyses, and preparation of this report.
The purposes of this investigation were to evaluate the subsurface conditions on the site and to develop
geotechnical recommendations to guide design and construction of the proposed expansion. Our scope
of services included the following:
o Notification of Colorado 811 for location of public utilities and use of a subcontractor to locate
private utilities.
¡ Drilling 1-1 soil borings to evaluate the subsurface conditions in the proposed building and access
drives.
¡ Laboratory testing of the soils encountered during the field exploration to evaluate pertinent
engineering properties of the soil.
¡ Foundation design recommendations, including allowable bearing pressure, approximate depth
to bearing stratum, and estimated movement.
o Floor slab design considerations and floor slab subgrade preparation recommendations.
o Pavement subgrade preparation and recommended pavement sections'
r Earthwork, including recommendations for fill placement and compaction, suitability of the site
soil for reuse as engineered fill, and subgrade preparation.
¡ Discussion of geotechnical conditions that could impact construction, such as unstable subgrade
soils, shallow groundwater, dewatering, and drainage.
2.0 PROPOSED CONSTRUCTION
The project will consist of expanding the existing FreeUp Storage Silt facility in Silt, Colorado. The
expansion will include four new structures; access drives with new pavements; and associated
infrastructure. The location of the project site is depicted on the following Figure L, Proiect Locotion Map.
The new structures will consist of one 24,OOO square foot one-story building (Building 'L') and three 3,400
to 6,000 square foot one-story buildings (Buildings 'l' ,'J' , and 'K') in the existing gravel-surfaced RV/trailer
storage areas. lt was assumed that the buildings will have maximum wall loads on the order of 2 to 3 kips
per linear foot and maximum column loads on the order of 50 to 75 kips.
1.
Proposed FreeUp Storage Silt Expansion
Yeh Project No. 222-221,
A site grading plan was not available when this report was prepared. lt was assumed that grade changes
of less than 2 feet will be required to develop the final site grades. We should be contacted if this
information is incorrect so that we can determine if a revision of the recommendations contained herein
is necessary.
Figure 1 - Project Location MaP
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3.0 SITE CONDITIONS
The project site is generally level, surfaced with gravel arld currently being used for RV storage/parking.
The existing structures at the site are single-story, metal-clad structures. The type of foundation system
for the existing structures is not known. Access drives between the existing structures are gravel surfaced.
The site slopes gently to the south with a relatively small drainage pond, approximately 3 feet deep,
located near the southern property boundary within the footprint of proposed Building'K'. A photograph
of the pond is shown in Figure 2. The site is bounded on the north bythe Union Pacific Railroad (UPRR)
2
PROJECT SITE
Proposed FreeUp Storage Silt Expansion
Yeh Project No.222-22I
tracks, on the east by South L6th Street and commercial developments, on the south by lnterstate 70, and
on the west by vacant land with apparent spoil piles present. ln addition, abundant cattails, which are
generally indicative of poor drainage and/or shallow groundwater, are present in a relatively large
undeveloped parcel immediately north of the UPRR tracks northwest of the site.
Figure 2 -Site Photograph, Looking South at Southern Property Boundary Near Existing Drainage Pond
4.0 GEOLOGIC SETTING
The project site is in the Colorado River valley, southwest of the Grand Hogback Monocline and on the
north limb near the axis of the shallow dipping Rifle Syncline approximately 800 feet north of the Colorado
River. The following geologic descriptions are based on the Geologic Map of the Silt quadrangle, Garfield
County, Colorado (Shroba and Scott, 2001). The site is located on surficial deposits mapped as flood-plain
and stream channel deposits of silt, sand, pebbly to cobbly gravel with boulders, overlying claystone,
mudstone, siltstone and sandstone of the Tertiary-age Wasatch Formation. The Wasatch Formation dips,
or tilts, from horizontal to approximately L0 degrees to the southwest where it is exposed in surrounding
areas approximately one mile from the project site. Additionalsurficialdeposits may include artificialfill.
The geohazard noted in the flood-plain deposits included flooding. Based on Federal Emergency
Management Agency (FEMA, 2022)flood mapping, the project site is in an area of minimalflooding. Based
on the Colorado EPA Map of Radon Zones, Garfield County is listed as a Radon Zone L Radon gas can be
found in nearly all rock and soil and can move into buildings or other enclosed spaces and create a health
hazard if radioactive particles are inhaled. Evaluation of the radon gas potential was not within our
authorized scope of service and should be addressed by others.
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Proposed FreeUp Storage Silt Expansion
Yeh Project No.222-22L
5.0 SUBSU RFACE ¡NVESTIGATION
5.1 Field Exploration
A total of eleven borings were drilled for this project to depths ranging from approximately 10 to L6 feet.
Ten borings, designated B-l through B-10, were performed for structural design purposes, whereas boring
B-LL was performed for design of pavements. The location of the pavement boring was provided to us by
the project civil engineer. The borings generally were terminated due to auger refusal in dense gravels.
The approximate boring locations are indicated on Figure A.I - Boring Location P/on attached in Appendix
A. A photograph of the drilling operations is shown in Figure 3.
Figure 3 -Site Photograph, Drilling Operations at Bor¡ng B-7
Samples of the subsurface materials were obtained from the borings at select depths by driving either a
split-spoon or modified California barrel sampler. Bulk samples of the soil were recovered from auger
cuttings as the borings were advanced. The samples were transported to our laboratory where they were
examined by the project geotechnical engineer and a program of laboratory testing was prepared.
Penetration resistance measurements were made by driving the samplers into the subsurface materials
with a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler 12 inches,
after an ¡nitial penetration of 6 inches for the standard sampler, constitutes the N-value as shown on the
boring logs. The N-values can be correlated to the relative density of granular soil and the consistency of
cohesive soil.
4
Proposed FreeUp Storage Silt Expansion
Yeh Project No.222-221
Water levels were recorded in each boring at complet¡on of the drilling operations. The borings were
backfilled with the auger spoil after the water level readings were obtained. The water level readings are
presented on the boring logs.
The drilling operations were monitored by a Yeh and Associates project geotechn¡cal engineer. The
engineer prepared field logs documenting the soil conditions encountered, groundwater levels, standard
penetration test blow counts (N-values), sampling intervals, and types of samples obtained. The field logs
were used by the project geotechnical engineer as an aid in preparing the final boring logs. Copies of the
boring logs are presented in Appendix B. Our scope of services did not include survey of the boring
locations.
5.2 Laboratory Testing
The recovered soil samples were classified by the project geotechnical engineer in accordance with the
Unified Soil Classificat¡on System (USCS). Laboratory tests were then performed on select samples to
evaluate the pertinent engineering properties of the soil. The laboratory testing was conducted in general
accordance with the American Society for Testing and Materials (ASTM) test procedures. The following
laboratory tests were performed for this evaluation:
¡ Water Content
. Dry Unit Weight
¡ Liquid and Plastic Limits
¡ Grain Size Analysis
r Percent Passing No. 200 Sieve
¡ One-Dimensionalswell/Collapse Potential
o Unconfined Compressive Strength of Soils
o Water Soluble Sulfates
o Chlorides
o Resistivity
opH
The laboratory test results are presented on the boring logs and summarized in Appendix C. Following the
completion of the laboratory testing, the field descriptions were confirmed or modified as necessary and
boring logs were finalized.
Results of the Atterberg lim¡t tests and grain size analyses were used to classify the soils according to
AASHTO and the Unified Soil Classification System (USCS) standards. Atterberg limits tests were
performed in general accordance with ASTM D4318 and the grain size analyses were performed in general
accordance with ASTM D421,. Dry density and moisture content tests were performed in general
accordance with ASTM D7263 and ASTM D22I6, respectively.
5
Proposed FreeUp Storage Silt Expansion
Yeh Project No.222-22L
Results of one-dimensional swell/collapse testing, performed in accordance with ASTM D4546, indicate
that a sample of lean clay with sand at a depth of 4 feet collapsed 1.3 percent when wetted under a
surcharge pressure of 500 psf. A sample of clayey sand at a depth of 4 feet collapsed 0.3 percent under a
surcharge pressure of 500 psf. The results indicate the soils have a low collapse potent¡al.
Strength testing performed on six samples of sandy lean clay, lean clay with sand, or clayey sand at depths
between 4 and L0 feet exhibited unconfined compressive strengths ranging from 422 to 2,988 pounds per
square foot (psf). Four of the six samples tested had unconfined compressive strengths below 800 psf.
These results indicate the soils have poor strength and support characteristics.
6.0 SUBSURFACE CONDITIONS
Approximately 4 to 6 inches of gravel with sand was encountered at the surface in the borings. Native
soils beneath the surficial gravel consisted of very soft to stiff sandy lean clay, very soft sandy silt, or very
loose to medium dense silty, clayey sand. A two-foot thick layer of fat clay was encountered in boring B-
7 at depths between t2 and 14 feet. These deposits extended to depths of approximately 8 to L4 feet and
generally were underlain by medium dense to very dense gravel with silt and sand that extended to the
boring termination depths. An approximately l-foot thick layer of cobbles was encountered on top of the
gravel stratum in boring B-3. The borings were terminated at depths of approximately 1-0 to 16 feet due
to auger refusal in the dense gravels.
Groundwater was encountered at depths between approximately 7 and 1-2 feet in the borings at the time
of drilling. Variations in the groundwater level may occur seasonally. The magnitude of the variation will
be largely dependent upon the amount of spring snowmelt, duration and intensity of precipitation, river
levels, irrigation practices, site grading changes, and the surface and subsurface drainage characteristics
of the surrounding area. Perched water tables may be present but were not encountered in the borings.
7.0 GEOTECHNICAL CONSIDERATIONS
Due to weak and compressible soils encountered in the upper 8 to 14 feet of the exploratory borings, it is
recommended to support the planned single-story structures on helical pier foundat¡ons bearing in the
underlying dense gravels to mitigate low bearing capacity and differential settlement concerns.
Alternatively, spread or strip footings bearing on in-situ soils and that are designed to accommodate
differential settlement may be feasible for very lightly-loaded structures. Footings should be designed
utilizing a reduced allowable bearing pressure presented subsquently with sufficient reinforcing steel to
reduce differential foundation movements. Due to the shallow groundwater levels encountered at the
time of drilling and high moisture content of the soft foundation soils, overexcavation below the footing
bearing grades and replacement with structural fill to increase the allowable bearing pressure is not
recommended as there is a likelihood for unstable subgrade conditions to develop during construction. ln
6
Proposed FreeUp Storage Silt Expansion
Yeh Project No. 222-221,
addition, if shallow foundations are utilized for Building 'K', they must be extended at or below the existing
bottom of drainage pond elevation so that building foundations bear uniformly on nat¡ve so¡ls.
The low-strength clays/sands will be subject to consolidation/compression upon application of additional
loads. Therefore, the site grades should not be raised by more than 2 feet in order to reduce the potential
for settlement induced by the weight of the newly placed fill. We should be contacted if the site is going
to be raised by more than 2 feet to determine the potential impact of the fill on the recommendations
presented herein.
The clay deposits exhibit generally low strength characteristics and may be unstable. Placement of a
geogrid, coarse aggregate, or other forms of subgrade stabilization could be necessary to develop a
suitable subgrade for floor slab and pavement support. The method of subgrade stabilization, if required,
should be determined by the project geotechnical engineer at the time of construction.
8.0 RECOMMENDATIONS
8.1 Helical Piers
Helical piers bearing in dense gravel are recommended to support the proposed structures. Typically,
these systems are designed and installed by a specialty contractor working under a performance
specification. The piers should penetrate the soft overburden soils and extend into the dense gravel
stratum present at depths of about 8 to 14 feet at the boring locations to achieve target pier design
capacities. Helical piers should be tested to verify design capacities. Depending on pier spacing, it is
anticipated that the target depths for helical piers will be on the order of 10 to L6 feet. These pier lengths
are estimates and the actual field depths may exceed these values.
The structural engineer should determine the helical pier locations and capacity requirements. This
information should be provided to a specialty design/build contractor to develop drawings for the helical
piers. Provided the site grades are not raised by more than 2 feet, the foundation design does not have
to account for downdrag loads. Uplift forces from swelling soils may also be neglected in the design. A
representative of the geotechnical engineer should observe helical pier installation.
8.2 Shallow Foundations
Alternatively, it may be feasible to support very lightly-loaded structures on spread or strip footings
bearing on native clay soils provided they are designed to accommodate some degree of differential
settlement. To limit potential foundation movement associated with the compressible subsoils, the
reduced bearing pressure presented below should be utilized in design.
7
Proposed FreeUp Storage Silt Expansion
Yeh Project No. 222-221.
Foundations bearing on the in-situ soils can be designed for a maximum net allowable bearing pressure
of 400 pounds per square foot (psf). The allowable bearing pressure applies to dead load plus design live
load conditions and incorporates a factor of safety of approximately 3.0. The design bearing pressure can
be increased by one-third or as allowed by local code, when considering transient loads, such as wind or
seismic.
Resistance to lateral loads will be provided by the passive earth pressure acting against the footings and
the frictional resistance acting along the base of the footings. An ultimate passive earth pressure
resistance of 300 pounds per square foot per foot (psf/ft) is recommended for design. A coefficient of
sliding resistance of 0.33 is recommended for design. The lateral load resistance should incorporate a
factor of safety of at least 1.5.
ln accordance with Garfield County requirements, the foundations should bear a minimum of 36 inches
below the final site grade for frost considerations. Due to the existing drainage pond within the planned
footprint of Building 'K', footings for this structure should bear at or below the existing bottom of pond
elevation to ensure allfootings bear uniformly on native soils. Strip footings should have a minimum width
of L6 inches and isolated column pad foundations should have a minimum dimension of 24 inches.
We estimate that the total post-construction movement of foundations supported as recommended
herein will be on the order of 1- inch or less. We estimate that the differential movement between
comparably sized and loaded foundations could equalthe total foundation movement. lt is recommended
that the strip foundations be designed as rigid grade beams with reinforcing steel placed in the top and
bottom of footings to reduce the potential for distress due to abrupt differential movement. Additional
foundation movement can occur if water from any source infiltrates the foundation subgrade. Therefore,
proper drainage should be provided in the final design and during construction. lt is recommended that
paving be placed adjacent to building foundations to limit moisture infiltration.
The soft clay soils at the footing bearing grades may become unstable during construction, especially
during periods of precipitation. We recommend placement of a thin layer of flowable fill at the bottom of
excavations to maintain the in-situ moisture content of the bearing soils, minimize soil disturbance, and
assist in potential excavation dewatering efforts prior to placement of reinforcing steel and concrete.
Foundation excavations should be observed by the project geotechnical engineer, or a representative of
the engineer, to document that the foundation bearing stratum is similar to the conditions encountered
in the borings. lf the subsurface conditions encountered differfrom those presented herein, supplemental
recommendations may be required.
8.3 Floor Slabs
Slab-on-grade floors may be used for the proposed storage buildings and should be underlain by at least
6 inches of imported granular structural fill. The floor slab subgrade should be prepared in accordance
8
Proposed FreeUp Storage Silt Expansion
Yeh Project No.222-22L
with the recommendations presented in Section 9.3 of this report. For structural design of concrete slabs-
on-grade, a modulus of subgrade reaction of 1,25 pounds per cubic inch (pci) may be used for floors
supported on a minimum of 6 inches of granular structural fill.
Additional floor slab design and construction recommendations are as follows:
. Positive separations and/or isolation joints should be provided between slabs and all foundations,
columns, or utility lines to allow independent movement unless a monolithic or structural floor
slab design is used.
. Control joints should be provided in slabs to control the location and extent of cracking.
. lnterior trench backfill placed beneath slabs should be compacted in accordance with
recommended specifications outlined herein.
. lf moisture-sensitive floor coverings are used on interior slabs, barriers to reduce the potential for
vapor rise through the slab are recommended.
. Floor slabs should not be constructed on frozen subgrade.
. Other design and construction considerations, as outlined in Section 302.1 R of the "ACl Design
Manual", are recommended.
8.4 Seismic Considerat¡ons
Seismic structural design criteria are provided below
. Design Code Reference ASCE 7-16
. Site Soil Classification: Site Class D*
. GPS Coordinates: 39.544714 -L07.647607
Ss = 0.354 g
SL = 0.079 g
Svrs = 0.537 g
Sr,,¡r = 0.189 g
Sos = 0.358 g
Sor = 0.126 g
i.The site class was based on the conditions encountered in our shallow exploratory soil borings and our
knowledge of the soil conditions in the site vicinity. The soil characteristics extending beyond the depth
of our borings were assumed for the purposes of providing this site classification.
8.5 Drainage Considerations
Properly functioning foundations and floor slabs require appropriately constructed and maintained site
drainage conditions. Therefore, it is extremely important that positive drainage be provided during
construction and maintained throughout the life of the structures. lt is also important that proper
planning and control of landscape and irrigation be performed.
9
Proposed FreeUp Storage Silt Expansion
Yeh Project No.222-22I
The buildings should be provided with downspouts extensions to direct water away from the structures.
The downspouts should discharge into drainage swales or into the storm sewer system.
lnfiltration of water into util¡ty or foundation excavations must be prevented during construction. Backfill
against footings and in utility trenches should be well compacted and free of all construction debris to
reduce the possibility of moisture infiltration.
ln areas where paved surfaces do not immediately adjoin the structures, the ground surface adjacent to
the structures should slope down at a grade of about five percent for a distance of at least L0 feet from
the perimeter walls. Planters, landscape areas or other surface features that could retain water adjacent
to the structures should be avoided. These recommendations will help reduce the potential for soil
movement and the resulting distress but will not eliminate this potential.
8.6 Corrosivity
The concentrations of water-soluble sulfates measured in two samples obtained from the exploratory
borings at depths of 1- to 12 feet ranged from 0.012 to 0.014 percent. Based on laboratory test results, we
anticipate a Class O exposure based on a range of less than 0.10 percent as presented in the American
Concrete lnstitute (ACl) Guide to Durable Concrete. We recommend that a cement type to resist attack,
as required by the ACl, be used at the site for concrete placed directly on native soils, or a layer of
structural fill or aggregate base course be used as a separator between concrete and native material.
ln addition, pH, water soluble chloride, and soil resistivity tests were performed on the same samples to
evaluate the potential attack on concrete and buried metal at the site. Test results measured pH values
of 6.9 to 7.6. The resistivity measurements were 979 to 1820 ohm-centimeters, and the concentration of
water-soluble chlorides were 0.0065 to 0.0078 percent. A qualified corrosion engineer should review this
data to determine the appropriate level of corrosion protection.
8.7 Pavement
The project will include the construction of access drives that willsurround the storage buildings. Design
traffic volumes were not provided for our analysis. lt was assumed that the drives will be subject to
automobile and light truck traffic, as well as moderately loaded delivery/moving vehicle traffic. A
pavement design life of 20 years was assumed for the analysis'
Recommended pavement sections for an estimated traffic loading of 75,000 L8-kip equivalent single axle
loads (ESALs) are presented in Table 1. A revision of the recommended pavement sections may be
necessary if the design traffic loading conditions are different than assumed. An evaluation of the type
and volume of traffic that each portion of the paved area will experience should be conducted to
determine if the pavement sections presented herein are appropriate. A thinner pavement section may
10
Proposed FreeUp Storage Silt Expansion
Yeh Project No.222-22L
result in increased maintenance and/or shorter design life. The pavement subgrade should be prepared
in accordance with the recommendations presented in Section 9.4 of this report.
Table 1: Recommended Pavement Sect¡on
The "design life" of a pavement is defined as the expected life at the end of which reconstruction of the
pavement will need to occur. Normal maintenance, including crack sealing, slurry sealing, and/or chip
sealing, should be performed during the life of the pavement.
A rigid pavement section is recommended in loading and unloading areas and at dumpster locations due
to the high static loads imposed by parking trucks in these areas. A minimum six-inch thick Portland
cement concrete pavement bearing on compacted subgrade is recommended.
Bituminous pavement should be constructed of dense-graded, central plant-mix, asphalt concrete. Base
course, Portland cement, and asphalt concrete should conform to Garfield County or CDOT standard
specifications. Material and compaction requirements should conform to recommendations presented in
Sections 9.4 and 9.5 of this report.
The pavement service life may be reduced due to water infiltration into the subgrade soils. This will result
in a softening and loss of strength of the subgrade soils. A regular maintenance program to seal pavement
cracks will help prolong the life of the pavement.
9.0 EARTHWORK RECOMMENDATIONS
Site preparation and earthwork operations should be performed in accordance with applicable codes,
safety regulations, and other local, state, or federal guidelines. Earthwork on the project should be
observed and evaluated by Yeh and Associates (Yeh). The evaluation of earthwork should include
observation and testing of engineered fills, subgrade preparation, foundation bearing soils, and other
geotechnical conditions exposed during the construction of the project.
9.1 Site Grubbing and Stripping
Existing gravel, vegetation, tree root balls, and other deleterious materials should be removed from the
proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions,
which could prevent uniform compaction.
2.849 inchesAccess Drives 4 inches
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1.'1.
Proposed FreeUp Storage Silt Expansion
Yeh Project No. 222-221.
9.2 Excavation and Trench Construct¡on
Excavations within the on-site geologic materials will encounter a variety of soil types. We anticipate these
materials will be excavatable with conventional heavy-duty earth moving equipment. The excavation
contractor is responsible for determining the means and method necessary to accomplish earthwork
operations.
Allexcavations must comply with the applicable local, State, and Federalsafety regulations, and with the
excavation standards of the Occupational Safety and Health Administration (OSHA). Construction site
safety, including excavation safety, is the sole responsibility of the Contractor as part of its overall
responsibility for the means, methods, and sequencing of construction operations. Yeh's
recommendations for excavation support is provided for the Client's sole use in planning the project, and
in no way do they relieve the Contractor of its responsibility to construct, support, and maintain safe
slopes. Under no circumstances should the following information be interpreted to mean that Yeh is
assuming responsibility for either construction site safety or the Contractor's activities.
We believe the overburden soil encountered on this site will classify as a Type C material, using OSHA
criteria due to the possibility of saturated soil and high groundwater table. OSHA requires that
unsupported cuts be no steeper than 1.5H:1V for Type C materialfor unbraced excavations up to 20 feet
in height. Flattened slopes may be required if hazardous ground movement is observed or the slopes will
be exposed for an extended period of time. Please note that the Contractor's OSHA-qualified "competent
person" must make the actual determination of soil type and allowable sloping in the field.
Trench excavations are not anticipated to extend into the groundwater table, which was encountered at
depths between 7 and 12 feet in the borings at the time of drilling. lf deeper excavations are planned for
the project or if the groundwater table is higher at the time of construction, dewatering efforts may be
needed. Utilizing appropriate construction dewatering equipment/systems such as well points, sumps,
and trenches, will be the responsibility of the contractor. ln addition, trenching into unstable, saturated
overburden soils will require temporary shoring, where construction of safe slopes is not feasible. OSHA
requirements for excavation in unstable mater¡als should be followed'
The soils encountered in the proposed excavations may vary significantly across the site. The preliminary
classifications presented above are based solely on the materials encountered in widely spaced
exploratory test borings. The contractor should verify that similar conditions exist throughout the
proposed area of excavation.
As a safety measure, it is recommended that allvehicles and soil piles be kept to a lateral distance equal
to at least the depth of the excavation from the crest of the slope. The exposed slope face should be
protected against the elements and monitored by the contractor on at least a daily basis.
t2
Proposed FreeUp Storage Silt Expansion
Yeh Project No. 222-221.
9.3 Building Pad Preparation
The stripped subgrade within the footprints of Buildings'l','J', and'L'should be scarified to a minimum
depth of 8 inches, moisture conditioned to within 2 percentage points of the optimum moisture content,
and recompacted to at least 95 percent of the standard Proctor maximum dry density (ASTM D 698). The
site can then be raised to the design finish grade with engineered fill. Floor slabs should be underlain by
a minimum of 6 inches of imported granular material meetíng the requirements of Section 9.5 of this
report. The ground surface should be sloped away from the buildings to promote drainage away from the
structure.
Due to the presence of the existing drainage pond within the footprint of Building 'K', we recommend that
the upper 2 feet of in-situ soils within the entire footprint be removed and recompacted to limit
differentialfillthickness and to mitigate associated settlement concerns. ln addition, we recommend that
the pond side-slopes be laid back at an inclination 6h:1v, or flatter, prior to the overexcavation to avoid
abrupt changes in fill thickness and to provide uniform floor slab support.
9.4 Pavement Subgrade Preparation
The stripped pavement subgrade should be proof rolled under the observation of the project geotechnical
engineer, or a representative of the engineer, to verify stability immediately prior to placing the aggregate
base course or engineered fill to raise grade, if necessary. Proof rolling should be accomplished with a
fully loaded water truck or similar heavy rubber-tired equipment weighing a minimum of l-0 tons and
should include multiple equipment passes in two directions. Any soft, loose, or otherwise unsuitable
material detected during proof rolling operations should be removed and replaced with engineered fill or
otherwise stabilized. The subgrade can then be raised to the design finish grade with engineered fill. We
recommend a separator fabric, such as Mirafi 500x or equivalent, be used between the clay subgrade and
aggregate base course (ABC) layer to prevent the fines from contaminating the ABC and reducing the
strength of this layer.
9.5 F¡ll Material
The on-site soils may be reused as fill to raise grade in the planned building and pavement areas provided
it does not contain any deleterious material and provided any material greater than 4 inches in diameter
is removed. lmported granular structural fill should meet the criteria of CDOT Class L Structure Backfill.
Aggregate base course should meet the requirements of CDOT Class 6 ABC. Samples of any imported
material proposed for use on the project should be submitted to our office for approval and testing at
least three (3) days prior to stockpiling at the site.
13
Proposed FreeUp Storage Silt Expansion
Yeh Project No.222-22I
9.6 Compact¡on Requirements
Fill should be placed in horizontal lift thicknesses that are suitable for the compaction equipment being
used but in no case should exceed 8 inches by loose measure. Within the building and pavement areas,
scarified and recompacted subgrades in addition to engineered fill consisting of on-site soils should be
moisture conditioned to a water content within 2 percentage points of the optimum moisture content,
and recompacted to a minimum of 95 percent of the standard Proctor maximum dry density. lmported
granular fill or Class 6 ABC should be compacted to at least 95 percent of the modified Proctor (ASTM
D1-557) maximum dry density at a moisture content within 2 percentage points of the optimum water
content. Trench backfill outside of structural and paved areas may be compacted to a minimum of 90
percent of the standard Proctor maximum dry density.
We recommend that a qualified representative of Yeh and Associates visit the site during excavation and
during placement of the structural fill to verify the soils exposed in the excavations are consistent with
those encountered during our subsurface exploration and that proper foundation subgrade preparation
is performed.
1O.O LIMITATIONS
The recommendations in this report are based on our field observations, laboratory testing, and our
present understanding of the proposed construction. lt is possible that subsurface condit¡ons can vary
beyond the limits explored. lf the conditions found during construction differ from those described in this
report, please notify us immediately so that we can review our report considering those conditions and
provide supplemental recommendations as necessary. We should also review this report if the scope of
the proposed construction, including the proposed loads or structure locations, changes from that
described in this report.
The scope of services for this project did not include, specifically or by implication, any environmental or
biological (e.g. mold, fungi, and bacteria) assessment of the site or identification or prevention of
pollutants, or conditions or biological conditions. lf the owner is concerned about the potential for such
contamination, conditions or pollution, other studies should be undertaken and a professional in that field
should be consulted.
Yeh and Associates has prepared this report for the exclusive use of Spartan lnvestment Group, LLC. This
report was prepared in substantial accordance with the generally accepted standards of practice for
geotechnical engineering as they exist in the site area at the time of our investigation. No warranty is
expressed or implied. The recommendations in this report are based on the assumption that Yeh and
1.4
Proposed FreeUp Storage Silt Expansion
Yeh Project No. 222-221.
Associates will conduct an adequate program of construction testing and observation to evaluate
compliance with our recommendations.
11.0 REFERENCES
American Concrete lnstitute (ACl) 20L.2R-08, 2008, Guide to Durable Concrete
Colorado Department of Transportation (CDOT),2021-, Standard Specifications for Road and Bridge
Construction.
EpA, Colorado Radon Map accessed on June 2,2022 at https://www.epa.eov/sites/default/files/2014-
08/docu ments/colorado. Pdf
FEMA Flood Map Service Center, accessed on June 2,2022 at
httos://msc.fema.l/sea rch ?Add ressQue ry =Silt%2C%20Colorad o#sea rch resu ltsa nchor
lnternational Code Council. lnternat¡onal Building Code. Falls Church, Va. :lnternational Code Council,
2015.
PaveXpress, 2022, usingAASHTO 1993 / 1998, accessed on Februa ry 17, 2O22 at
http ://projects. pavexpressdesign. co m/
Shroba, R. and Scott, R.,2001, Geologic map of the Silt quadrangle, Garfield County, Colorado: U.S.
Geologicalsurvey, Miscellaneous Field Studies Map MF-2331, scale I:24,O0O.
U.S. Geological Survey, Seismic Design Web Service Documentation, accessed on June 9,2022.
15
Appendix A
BORING TOCATION PLAN
Plate: A-1Job No.: 222-221
BORING LOCATION PLAN
FREEUP STORAGE SILT EXPANSION
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BORING LOGS AND LEGEND
tltYeh and Associates, Inc.
Ceotcchnical . Geological . Construction Serviccs
Project:FreeUp Storage Silt Expansion
Project Number:222-221
Legend for Symbols Used on Borehole Logs
Sample Types
X Modified California Standard Penetration
Test
(ASTM D1586)
Bulk Sample of
auger/odex cuttings
Sampler
(2.5 ¡nch
tD)
OD, 2.0 inch
Drilling Methods
SOLID.STEM
AUGER (4" OD)
Lithology Symbols (see Boring Logs for complete descriptions)
Clayey Sand (SC)
Lean Clay (CL)
Silty, Clayey Sand
(sc-sM)
Cobbles and gravel Ø Fat Clay (CH)ffi
WF!'ltff
Fill with Gravel as
major soil
Sandy Lean Clay (CL)sirt (ML)Silty Clay (CL-ML)
Silty Sand (SM)
Evl
hlj Well-Graded Gravel
(GW)
Well-Graded Gravel
with Sand (GW)
Well-Graded Sand
with Gravel (SW)
Lab Test Standards Other Lab Test Abbreviations
Moisture Content ASTM D2216 pH Soil pH (MSHTO T289-91)brv-óeni¡iv ÂSrvl ó720s S watèr-sbluble Sulfate Confent (AASHTO T290-91,
saîdrr¡neé content
â8+M Bi?ib^srM
c136' chr fi,:Ty gf,,2oíl chroride contenr (nnsHro r2s1-s1,
Atterbero Limits ASTM D¿1318 ASTM D4327)
nnsHrı crass ffi?ll'o?!Ërou ü8.' Ûi3Ji?i'åTð?'$o?JJ3'?i8î'?.r,n
USCS Class. ASTM D2487 (Soil- ASTI\4 D2166, RqqN - ASTM D7012)
t-r¡nê = 7" Þassino #200 Sieüe - - R-Value Resistance n-Value ÏASTM D2844)
Sand = o/" Þassing?a Sieve, but not passing Qq (q) Direct Shear cohesion (ASTIVIQ3OpQI - _.-lzöo éiejuði- v - -'-'
fls
(ptii¡
P,Bî¡gì"#Jil?l_lii ,ffi5Jî8HPr.8?9)
NOteS PtL Point Load Strengh lndex (ASTM D5731)
1. Visual classifications are in general accordance w¡th ASTM D2488, "Standard Practice for Description and ldentification of Soils (Visual-Manual
Procedures)".
2. "Penetration Resistance" on the Boring Logs refers to the uncorrected N value for SPT samples only, as per ASTM D1586. For samples obtained with a
Modified California (MC) sampler, drive depth is 12 inches, and "Penetration Resistance" refers to the sum of all blows. Where blow counts were > 50 for
the 3rd increment (èPT) or 2nd increment (MC), "Penetration Resistance" combines the last and 2nd-tolast blows and len$hs; for other increments with >
50 blows, the blows for the last increment are reported.
3. The Modified California sampler used to obtain samples is a 2.S-inch OD, 2.0-inch lD (1.95-inch lD with liners), split-banel sampler with internal liners, as
per ASTM D3550. Sampler is driven with a 140-pound hammer, dropped 30 inches per blow.
4. "ER" for the hammer is the Reported Calibrated Energy Transfer Ratio for that specific hammer, as provided by the drilling company.
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Geotcchnical . Geological . Conslruction Scrvices
Project FreeUp Storage, Silt Expansion
Name:
Project Number:222-221 Boring No.: B-l
PAGE
1of 1
Boring Began: 511312022
Boring Completed: 511312022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 15.0 ft
Ground Elevation:
Coordinates:
Location: Building L
Weather Notes: Sunny
lnclination from Horiz.: Vertical
Night Work: !
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
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very soft.
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plasticity, wet, loose to medium dense.
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Ocotçchnica¡ . Geological . Construction Scrvicqs
Project FreeUp Storage, Silt Expansion
Name:
Project Number: 222-221 Boring No.; B-3
PAGE
1of 1
Boring Began: 511312022
Boring Completed: il 1312022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 10.5 ft
Ground Elevation:
Coordinates:
Location: Building L
Weather Notes: Sunny
lnclination from Horiz.: Vertical
Night Work: !
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
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Oeotechnica¡ . Gcological ' CottstructioD Serviccs
Proiect FreeUp Storage, Silt Expansion
Name:
Project Number: 222-221 Boring No.: B-5
PAGE
1of 1
Boring Began: 511312022
Boring Completed: 511312022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 11.0ft
Ground Elevation:
Coordinates:
Location: Building K
Weather Notes: Sunny
lnclination from Horiz.: Vertical
Night Work: !
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
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Date
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ln Yeh and Associates, Inc.
Geotcch¡ical . Ceological ' Const[uction Scrviccs
Project FreeUp Storage, Silt Expansion
Name:
Project Number:222-221 Boring No.: 8-6
PAGE
1of 1
Boring Began: 511312022
Boring Completed: 511312022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 14.0ft
Ground Elevation:
Coordinates:
Location: Building K
Weather Notes: Sunny
lnclination from Horiz.: Vertical
Night Work: I
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
Symbol
Depth
Date
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5
10-
O.O - 0.3 ft. FILL, GRAVEL
and
0.3 w/ sand, brown,
low plasticity, moist, medium stiff.
21.1 95.0 27.4 72.6 25 A-4 (2)
CL-MLX3-3 6
X 5-7-16 23
9.0 - 14.0 ft. GRAVEL w/ sand, brown
and gray, wet, medium dense.
Bottom of Hole at 14.0 ft.
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tn Yeh and Associates, Inc.
Geotcchnical . Ceologic¿l ' Construction Scrvi€os
Proiect FreeUp Storage, Silt Expansion
Name:
Project Number: 222-221 Boring No; B-7
PAGE
1of 1
Boring Began: 511312022
Boring Completed: 5/,1í2022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 15.5 ft
Ground Elevation:
Coordinates:
Location: Building I
Weather Notes: Sunny
lnclination from Horiz.: Vertical
Night Work: !
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
Symbol
Depth
Date
7.0 ft
co^
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E
o.(¡,o
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CL
t-
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Soil Samples
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Material Description
d)Õ\
=P.9ıOF>ı
O
,Ø
C^oıOo-à-o
co
co^()àeı-
g(,
co
cO-OÑþc(g
U)
Co
cO-oxo
0)
.EIL
Atterberg
Limits
AASHTO
& USCS
Classifi-
cations
Field Notes
and
Other Lab
Tests
Blows
per
6in
58i=cg.s
ı.Ø-an
Æp
tl o\
*=:E:
:0ıø9o!
o-
5
10-
15-
0.0 - 0.3 ft. FILL, GRAVEL w/
and
0.3 - 10.0 brown,
low plasticity, moist to wet, soft to
medium stiff.
20.9 95.1 55.9 24 7
pH=6.9
S=,014%
Chl=.0077870
Re=979ohm'cm
Pocket
Penetrometer
=0.5 tsf
(No sample
recovered)
pH=7.6
S=,012%
Chl=,00647%
Re=l82Oohm cm
Auger Refusal
X 2-2 4
X 1-4 5
10.0 - 12.0 ft. FAT CLAY, brown, high
plasticity, wet, soft to very soft.
'12.0 - 15.5 ft. GRAVEL W s¡lt and sand,
brown and gray, wet, very dense.
X 5-21-50t5"71t11 7.8 59.0 31.5 9.5
Bottom of Hole at 15.5 ft.
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ln Yeh and Associates, Inc.
Ceot€chnical . Gcological , Construction Scrvices
Proiect FreeUp Storage, Silt Expansion
Name:
Proiect Number:222-221 Boring No.: B-8
PAGE
1of1
Boring Began: 511312022
Boring Completed:' il 1312022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 15.0 ft
Ground Elevation:
Coordinates:
Location: Building I
Weather Notes: Sunny
lnclination from Horiz.: Vertical
Night Work: E
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
Symbol
Depth
Date
7.0 ft
o^
hro
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Material Description
(l)o\
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'6
C^oıOo-Þ-o
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(t
c
c)
c
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U)
c
o)
co^Oàs
Ø
d)
.g
LL
Atterberg
Limits
AASHTO
& USCS
Classifi-
cations
Field Notes
and
Other Lab
Tests
Blows
per
6in
58FCo(u
ı.9
- al,
Æ#
to\'=v
cr.=
lÈ
J
:gı
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fL
5-
10-
%
ø
0.3 - 12.0 ft. Clayey
plasticity, moist to wet, loose.
16.4
28.0
106.8
93.0
58.0 42.0
42.1
23 I A-4 (0)
sc
Pocket
Penetronæter
=0.75 tsf
UCCS=787 psf
Auger Refusal
X 3-4 7 m
X 1-4 5
ffi,
12.0 - 15.0 ft. GRAVEL W sand, brown
and gray, wet, dense.
><30-50/4"5014
at 15.0 ft
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!
tn Yeh and Associates, Inc.
Ceotechnical . Gcological , Construction Se¡vices
Project FreeUp Storage, Silt Expansion
Name:
Project Number:222-221 Boring No.; B-9
PAGE
1of 1
Boring Began: 511312022
Boring Completed: 51 1312022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 16.0 ft
Ground Elevation:
Coordinates:
Location: Building J
Weather Notes: Sunny
lnclination from Horiz.: Vertical
Night Work: !
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
Symbol
Depth
Date
7.0fl
5^
Ee
I.JJ
!^
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co(¡)o
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F
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o.
E(ú
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Soil Samples
q,o
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Material Description
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C^oıoo"à-o
co
co^o òe'ı-
(It
(9
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c
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(ú
U)
Eo
co^()àR
Øo.ctL
Atterberg
Limits
AASHTO
& USCS
Classifi-
cations
Field Notes
and
Other Lab
Tests
Blows
per
6in
58FCı(U
ı.9-Utsp
tt o\
f
-u.=
lÈ
J
'nx
ã3(ú!
o-
5
l0-
15-
0.0 - 0.5 ft. FILL,
and
0.5 -SAND, brown,
low plasticity, moist to wet, very loose.
21.7
26.5
93.4
89 1
42.2 23 4 Pocket
Penetronnter
=0.25 tsf
Pocket
Penetrometer
=0.25 tsf
UCCS=785 psf
Auger Refusal
X 2-2 4
X PUSH ]USI-9.0 - 13.0 ft. Sandy LEAN CLAY, brown
low plasticity, wet, very soft.
n
,.Qtl^¡,
13.0 - 16.0 ft. GRAVEL w/ silt and sand
brown and gray, wet, dense.
X 18-22-23 45 8.3 57.0 30.8 12.2
Bottom of Hole at 16.0 ft.
NN
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tn Yeh and Associates, Inc.
Geotechnicrl . Ceological . Construction Sçrvices
Project FreeUp Storage, Silt Expansion
Name:
Project Number:222-221 Boring No.: B-10
PAGE
1of 1
Boring Began: 511312022
Boring Completed: 5l'1312022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 13.5 ft
Ground Elevation:
Coordinates:
Location: Building J
Weather Notes: Sunny
lncl¡nâtion from Horiz.: Vertical
Night Work: I
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
Symbol
Depth
Date
7.0ft
c.9ogEo5
tU
!^
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c)
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Soil Samples
q)o
o-c=J
Material Description
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.at î)oË>ı()
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ào
c
c,
co^o àR'ı-
(ú
o
c
o)
c
ıàe
Eco
U)
co
ÊO^()àe
Øo
.EIL
Atterberg
Limils
AASHTO
& USCS
Classifi-
cations
Field Notes
and
Other Lab
Tests
Blows
per
6in
58'FCoo
ã..tîan
Æp
ıo\
É=ic ,3
à.Eıı9.6L
fL
5-
10-
ry
O.O .0.5 ft. FILL, GRAVEL w/
and
brown,
low plasticity
soft.
to wet, soft to very
Pocket
PenetronBter
=0.25 tsf
(Poor Recovery)
(Poor Recovery)
Auger Refusal
X 2-2 4 Ø
10-17 27 ¡':l'
::3
L'.t
,'!t!
::3
L'.¡
9.5 - 13.5 ft. GRAVEL w/ silt and sand,
brown and gray, wet, medium dense to
very dense.
. 50/5.5"0/5.5 9.4 67.0 23.2 9.8
Bottom of Hole at 13.5 ft.
N
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J
oz
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@
o
ln Yeh and Associate Inc
Ceotechnical cological . Construction Sctvices
Project FreeUp Storage, Silt Expansion
Name:
Proiect Number:222-221 Boring No.: B-ll
PAGE
1of 1
Boring Began: 511312022
Boring Completed; 511312022
Drilling Method(s): Solid-Stem Auger (4" OD)
Total Depth: 10.0 ft
Ground Elevation:
Coordinates:
Location: Between Building H and L
Weather Notes: Sunny
lnclination from Horiz.: Vertical
NightWork: !
Driller: HRL Compliance Solutions
Drill Rig: Diedrich D-90
Hammer: Automatic (hydraulic), ER: %
Logged By: M. Skyrman
Final By: R. Southworth
Symbol
Depth
Date
7.0 ft
o^
Hgú
E-
o_ c)
8e
c
o-(¡to
oo-
F-
c)
(>.
E(It
U)
Þo
o
o)
.E
o
Soil Samples
c')oı-cl=J
Material Description
d)o\
f+.cı
>ão
'ı
C^oıOo-à-o
cq)
Eo^oàeı-
g(,
co
ci;e
c
(E
<t)
o
cô^os
.1,
0).c
l.L
Atterberg
Limits
AASHTO
& USCS
Classifi-
cations
Field Notes
and
Other Lab
Tests
Blows
per
6in
58t=c
E-sı.e
þp
ıo\
ûrJ.E
J
Eg6L
o_
5
0.3 - 10.0 ft. Sandy LEAN
low plasticity, wet, very loose.
62.5 37.5
41 1
pH=6.9
S=.014%
Chl=.00778%
Re=979 ohm cm
Pocket
Penetfometer
=0.5 tsf
UCCS=422 psf
S/C=0.3% @ 500
X 1-2 3 242
186
92.4
98 1
279 90.8XPUSHf,I IQL
T Bottom of Hole 10.0 ft.
Appendix C
TABORATORY TEST RESULTS
-,,-cceçßúdÊ.I r (¡ñlo¡lßd . Co!¡lrrÉldn Errvler¡
Summary of Laboratory Test Results
Free Up Storage Silt Expansionroject No:222-221 Project Name:Date:5t25t2021
Locat¡on
Boring No. (final)
B-1
B-1
B-2
B-2
B-3
B-4
B-4
B-5
B-5
B-5
B-6
B-7
B-7
B-7
B-8
B-9
B-10
B-8
B-9
B-9
)A-4
A-4 (3)
A-7-6 ( 13 )
A-6 (8)
AASHTO
R-Value
2385
2988
684
787
785
Unconf-
Comp-
Strength
(osf)
-1.3
(0.5ksf)
% Swell (+)
/ Consol¡-
dation (-)
0 00647
0.00778
Vo
Chloride
1820
979
Resistivity
ohm.cm
0.012
0.014
Water
Soluble
Sulfaie %
6.9
7.6
PH
5
7
8
4
PI
12
ô
10
21
14
20
'18
20
17
15
19
PL
16
18
ID
27
26
41
ó¿
25
24
23
23
Atterbero
LL
28
73.0
9.1
I ¿.ı
ÃÃo
9.5
42.0
42.1
42.2
12.2
9.8
Fines <
#200
("k)
67.3
60.8
64.4
15.8
61.0
690
57.1
36.4
31.5
580
30.8
23.2
Sand
(%)
65.5
390
31.0
42.9
27.0
57.0
67.0
19.0
0
0
54.0
59.0
Gradat¡on
Gravel
>#4
("k)
101.3
100.4
oÃ
95.1
106.8
93
93.4
89.1
Dry
(pcr)
Natural
Density
108.4
103.6
29.2
23.0
25.1
Ll
21 1
20.9
aa
16.4
28
21.7
26.5
8.3
94
Natural
Moisture
Content
e/")
17.8
21.9
27.6
16.9
17.8
18.7
MC
MC
MC
SPT
SPT
Bulk
SPT
MC
Bulk
SPT
MC
MC
MC
MC
MC
SPT
MC
MC
BULK
SPT
MC
Sample
Type
I - 10
4-4.5
4.5-5
I - 10.5
4-5
4-5
10-12
14 - 15.5
4-5
I - 10
4-5
l0-Sep
14 - 15.5
13 - 13.5
1-5
Depth (ft)
3.5-5
8.5 - 9.5
12 - 14'
14-15
4-5
4-5
CLASSIFICATION
USCS
CL
CL
SC
CL
B-4,7,11
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U.S. SIEVE NUMBERS HYDROMETERU.S. SIEVE OPENING IN INCHES
\
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GRAIN SIZE IN MILLIMETERS
0.1 0.01 0.001
COBBLES GRAVEL SAND SILT OR CLAY
BOREHOLE DEPTH
(ft)
AASHTO
Classification
USCS
Classification LL PL PI %Gravel %Sand
%Fines
%silt o/oClay
a B-7 14.0 59.0 31.5 9.5
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SIEVE ANALYSISttYeh and Associates
Geotechnical . Ceological . Construction Services
Inc.
FreeUp Storage, Silt Expansion
silt, co
Pro¡ect No.
Report By:
Checked By:
222-221
M. Connors
M. Skyrman
Date: 06-10-2022
Yeh Lab: Grand Junction
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Soil Classification SWELL / CONSOLIDATION
GRAPH
B-5 4-4.5 l0l ,3 23.0%-t.3 A-6(8)/CL Drawn By:M.A
Job No:222-221 Proiect Name Freeup Storage, Silt Expansion Checked Bv:M.S.
YEH & ASSOCIA INC
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-4.0
-6.0
-8.0
-10.0
-12.0
- 14.0
- 16.0
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Applied Normal Pressureo ksf
Boring Number Depth, ft Natural Dry
Density, pcf
Moisture
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Soil Classification SWELL / CONSOLIDATION
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B-l I 4.5-5 98. I 18.6%-0.3 A-4(0)/SM Drawn By M.A
Job No 222-221 Proiect Name Freeup Storage, Silt Expansion Checked By:M.S.
YEH & ASSOCIATES, INC
:eo oy:tvt/'\unecKeo oy:rvr. ùrlyf rili,il
Classification
Strain
%
0.0%
0.3%
0.5%
0.8%
1.0%
1.3%
1.5%
1.8%
2.Oo/o
2.3%
2,5o/o
2.8%
3.0%
3.3%
3.5%
3.8%
4.0%
4.3%
4.5%
4.8%
5.0%
5.3%
5.5%
5.8%
6.OTo
6.3%
6.5%
6.8To
7.0o/o
7.3%
7.5%
7.8%
8.0%
8.3%
8.5%
8.8%
9.0To
9.3o/o
9.5%
9.8%
10.0%
10.3%
10.5%
10.8%
11.0%
11.3%
11.5%
11.8%
12.0o/o
12.3%
12.5%
12.8%
13j%
Êøo-
Øa
E
v)
4000.0
3900.0
3800.0
3700 0
3600.0
3500.0
3400.0
3300.0
3200.0
3100.0
3000.0
2900.0
2800 0
2700.o
2600.0
2500.0
2400.0
2300 0
2200.0
2100.0
2000.0
1900.0
1800.0
1700.0
1600.0
1500.0
1400 0
1300.0
1200,0
1100.0
1000.0
900.0
800.0
700.0
600.0
500.0
400.0
300.0
200.0
100.0
0.0
A-4 3 tcL
Stress-Strain Gurve
0.0o/o 1.0% 2.0Yo 3.0o/o 4.0o/o 5.0% 6.00/o 7.0% 8.0% 9.0% 10.0%11.0o/o12.0o/o13.0o/o14.0o/o150o/o
Strain ((Percent)
UnconfÏned Compressive Strength (q") :
%
Natural Moisture: 17.8 %
Natural Density(Dry): 108.4 Pcf
Average Diameter (D): 1.900 inches
Average High (L): 3.984 inches
L/D Ritio: 210
2385 psf @, 12.0% Strain
Axial
Stress
(pst)
0.0
131.7
161.7
191.5
226.3
260.8
285.1
324.3
358.3
402.1
440.7
474.1
517.2
550.3
597.8
635.4
721.5
773.1
809.8
865.8
916.5
962.2
1012.5
1072.0
1131.2
1175.8
1239.1
1235.7
1284.4
1337.4
1394.8
1451.9
1504.0
1560.5
1616.6
1677.0
1732.5
1787.6
1837.8
1956.4
1950.9
2059.4
2126.3
2165.7
2204.8
2261.6
2309.1
2302.6
2385.4
2378.6
2447.3
2537.7
2530.4
2386.613.3%
,TI C Lab Denv er
ect No:
rpled by:
ng No:
ed by:
222-221
fUskyrman
B-4
STRESS-STRAIN CURVE
oF coHESrvE soIL (ASTM D 2166)
Project Name:
Date Sampled:
Depth (ft):
Freeup Storage, Silt Expansion
4 5.-6
Checked by:
Blow Counts:
MA M. Skyrman
Classification A-7-6 (13)/CL
Axial
Stress
(psf)
0.0
247.5
390.0
521.9
653.2
827.9
913.8
1057.7
1181.3
1309.2
1441.3
1558.2
1664.8
1775.6
1885.9
1990.8
2076.0
2179.8
2268.8
2343.1
2431.1
2504.6
2577.6
2645.5
2708.3
2770.8
2814.4
2866.9
2914.5
2943.4
2967.5
2982.3
2987.8
2979.6
2971.4
Axial
Strain
0.jYo
0.3%
0.5%
0.8%
1.Oo/o
1.3o/o
1.5%
1.8%
2.O%
2.3o/o
2.5%
2.8%
3.O%
3.3%
3.5%
3.8%
4.Oo/o
4.3o/o
4.5o/o
4.8o/o
5.Oo/o
5.3o/o
5.5o/o
5.8o/o
6.0%
6.3%
6.6Yo
6.8%
7.1%
7.3%
7.60/o
7.8%
8.1%
8.3o/o
8.6%
4000.0
3900.0
3800.0
3700.0
3600.0
3500 0
3400.0
3300 0
3200.0
3100.0
3000.0
2900.0
2800.0
2700.0
2600.0
2500.0
2400.0
2300.0
2200.0
2100.0
2000.0
1900.0
1800.0
1700.0
1600.0
1500.0
1400.0
1300 0
1200.0
'1 100.0
1000 0
900 0
800.0
700.0
600.0
500.0
400.0
300.0
200.0
100.0
0.0
cØo-
Ø
0)
U)
Stress-Strain Gurve
0.0o/o 1.0o/o 2.0o/o 3.0% 4.0% 5.0% 6.00/o 7.0% 8.0% 9.0% 10.0%o11.0Yo12.0o/o13.0o/o14.0%15.0%
Strain ((Percent)
Unconfined Compressive Strength (q") =
o/o
Natural Moisture: 18.7 %
Natural Density(Dry): 103.7 Pcf
Average Diameter (D): 1.922 inches
Average High (L): 3.969 inches
L/D Ritio: 2.06
2988 psf @ 8.1% Strain
I
:eo oy:IVI¡\unecKeo oy:tvt. ùt\vilildt I
Classification
Axial
Stress
(psf)
0.0
70.2
80.0
104.7
114.4
119.1
148.4
157.9
177.2
191.4
200.7
224.6
233.7
247.7
271.2
285.0
303.5
321.8
330.5
344.0
357.3
375.4
388.5
401.6
419.4
437.0
449.9
462.6
475.3
487.9
500.4
512.9
529.9
533.0
545.2
552.8
564.9
576.9
584.3
596.1
607.9
615.1
622.3
624.9
636.5
647.9
654.8
661.7
668.6
671.0
673.3
684.4
682.4
676.0
Strain
0.0o/o
0.3%
0.5%
0.8%
1,0o/o
1.3o/o
1.6%
1.8%
2.1o/o
2.3%
2.60/o
2.9%
3.1%
3.4%
3.6%
3.9%
4.2%
4.4%
4.7%
4.9%
5.2Yo
5.5o/o
5.7%
6.0o/o
6.2Yo
6.5%
6.8%
7.0%
7.3%
7.5%
7.8%
8.1%
8.3o/o
8.6%
8.8%
9.1%
9.4o/o
9.6%
9.9%
10.1%
10.4o/o
10.7Yo
10.9%
11.2o/o
11¿%
11.7o/o
12.Oo/o
12.2o/o
12.5o/o
12.7o/o
13.0%
13.3o/o
13.5o/o
Stress-Strain Curve
Êøo-
2000.0
1900.0
1800.0
'1700.0
1600.0
1500.0
1400,0
1300.0
1200.0
1100.0
1000.0
900.0
800.0
700.0
600.0
500.0
400.0
300.0
200.0
100.0
0.0
øøo
U)
O.O% 1.0o/o 2.0Yo 3.0o/o 4.O% 5.0ok 6.O0/o 7.0To 8.0o/o 9.0%10.0%11.0%12.0%13.0%14.0%15.00/o
Stra¡n ((Percent)
Unconfined Compressive Strength (q") :
%
Natural Moisture: 25.1 %
Natural Density(Dry): 100.4 Pcf
Average Diameter (D): '1.910 inches
Average High (L): 3.846 inches
L/D Ritio: 2.01
684 psf @ 13.3% Strain
13.8o/o
,II Geor¿ch¡lqal . Geologleal . CoøtrÊcllq grvlet Clav- Lab Denver
ect No:
rpled by
ng No:
:ed by:
222-221
M.rman
STRESS-STRAIN CURVE
oF coHESM SOIL (ASTM D 2166)
Project Name: Freeup Storage, Silt Expansion
Date Sampled:5t16t2022 Date Tested
Depth (ft):4.5-5 Blow Counts:
Checked by:M. Skyrman
5118122
B-8
MA
Classification A4(0) /sc
Axial
Stress
(psf)
0.0
49.6
69.2
98.6
142.6
1B'1 .5
229.9
283.0
335.8
393.1
440.5
487.6
534.5
585.9
637.0
678.3
719.4
741 2
758.2
779.8
787.1
785.0
782.9
757.3
750.6
Axial
Strain
0.0%
0.3%
O,5o/o
0.8%
1.Oo/o
1.3o/o
1.5o/o
1.8%
2.1o/o
2.3o/o
2.60/o
2.8o/o
3.1o/o
3.3o/o
3.60/o
3.9o/o
4.1o/o
4.4o/o
4.60/o
4.9o/o
5.1o/o
5.4o/o
5.60/o
5.9o/o
6.2o/o
2000.0
1900.0
1800.0
1700.0
1600.0
1500.0
1400.0
1300.0
1200.0
1 100,0
1000.0
900.0
800.0
700.0
600.0
500.0
400.0
300.0
200.0
100.0
0.0
êoo
oøo
u)
Stress-Strain Curve
0.0% 1.O% 2.0% 3.0o/o 4.0o/o 5.0% 6.00/0 7.0% 8.0% 9.0%10.0%11.0o/o12.0Yo13.0Vo14.0%15.0%
Strain ((Percent)
Unconfined Compressive Strength (q") :
o/o
Natural Moisture: 16.4 %
Natural Density(Dry): 10ô.8 Pcf
Average Diameter (D): 1.921 inches
Average High (L): 3.894 inches
L/D Ritio: 2.03
787 psf @ 5.1To Strain
art
ect No:
rpled by
ng No:
.ed by:
GeoÞchnlqal . Geologlc¡l . ComtrÈcrlñ Ssvler
222-221
l\¡.SkUnn*
B_9
STRESS-STRAIN CURVE
oF coHBSrvE soIL (ASTM D 2166)
C - Lab Denver
Freeup Storage, Silt ExpansionProject Name:
Date Sampled:
Depth (ft):
5t16t2022
Y.c"- ,U
Checked by:
Date Tested:
Blow Counts:
5118/22
MA M. Skyrman
Classification:
Axial
Stress
(ps0
0.0
85.9
107.7
131 .9
151.1
170.1
193.9
217.6
241.2
274.2
302.3
330.3
362.8
404.7
432.2
450.0
496.1
527.8
568.7
595.3
631.2
657.5
688.3
709.6
726.3
752.0
768.4
770.9
773.4
785.0
782.9
780.8
Axial
Strain
%
O.0o/o
0.3%
0.5%
0.8%
1.0%
1.3%
1.5%
1.8%
2.0o/o
2.3%
2.5%
2.8%
3.0%
3.3%
3.5%
3.8%
4.0%
4.3%
4.5%
4.8%
5.0%
5.3%
5.5%
5.8%
6.0%
6.3%
6.5%
6.8%
7.O%
7.3%
7.5%
7.8%
Êao-
Øa
E
(/)
2000.0
1900.0
1800.0
1700.0
1600.0
1500.0
1400.0
1300.0
1200.0
1100.0
1000.0
900.0
800.0
700.0
600.0
500.0
400.0
300.0
200 0
100.0
0.0
Stress-Strain Gurve
0.0% 1.jYo 2.0% 3.0% 4.O% 5.0% 6.0% 7.0o/o 8.0% 9.0%10.0o/o11.0o/o12.0o/o13.0%14.0o/o15.0o/o
Strain ((Percent)
Unconfined Compressive Strength (q") :
o//o
Natural Moisture: 26.5 %
Natural Density(Dry): 89.1 Pcf
Average Diameter (D): 1.930 inches
Average High (L): 3.986 inches
L/D Ritio: 2.07
785 psf @, 7.3% Strain
t
lrf Geot¿chnlsal . Geologlc¡l . ComtGctlm grvler Clav- Lab Denver
STRESS-STRAIN CURVE
oF coHESrvE soIL (ASTM D 2166)
ect No:
rpled by
ng No:
:ed by:
222-221
fM^Skyrrnan
B-11
Project Name:
Date Sampled:
Depth (ft):
Freeup Storage, Silt Expansion
5t16t2022
Checked by:
Date Tested
Blow Counts:
M.rman
5^8122
4-4.5
MA
Classification:
Axial
Stress
(Psf)
0.0
88.4
'105.8
125.6
145.3
165.0
184.5
198.9
218.3
242.5
261.6
275.7
294.6
303.6
322.4
326.4
345.0
353.8
362.5
376.0
379.8
393.2
401.7
410.2
413.9
422.3
421.1
420.0
418.9
Strain
0.0%
03%
0.5o/o
O.8o/o
1.0o/o
1.3o/o
1.5Yo
1.8o/o
2.0%
2.3%
2.5%
2.8o/o
3.0o/o
3.3Yo
3.5%
3.BYo
4.Oo/o
4.3o/o
4.5o/o
4.8o/o
5.Oo/o
5.3Yo
5.5Yo
5.8o/o
6.0%
6.3%
6.5%
6.8o/o
7.0%
Stress-Strain Gurve
âØo-
Øø(¡)
(/)
2000.0
1900.0
'1800.0
1700.0
1600.0
1500.0
1400.0
1300.0
1200.0
1100.0
1000.0
900.0
800.0
700.0
600.0
500.0
400.0
300.0
200.0
100.0
0.0
0.0% 1.0% 2.0% 3.0% 4.0%o 5.0o/o 6.0%o 7.0% B.0o/o 9.0%10.0%11.0o/o12.0o/o13.0o/o14.0%15.0%
Strain ((Percent)
t
Unconfined Compressive Strength (q") :
%
NaturalMoisture: 24.2 %
Natural Density(Dry): 92.4 Pcf
Average Diameter (D): 1.903 inches
Average High (L): 3.976 inches
L/D Ritio: 2.Og
422 psf @ 6.3% Strain