HomeMy WebLinkAboutWOODSPRING SUITES - FDP200004 - SUBMITTAL DOCUMENTS - ROUND 2 - GEOTECHNICAL (SOILS) REPORT (2)REPORT COVER PAGE
Geotechnical Engineering Report
__________________________________________________________________________
Woodspring Suites Hotel
Fort Collins, Colorado
March 18, 2019
Terracon Project No. 20185153
Prepared for:
Tallgrass Hospitality, LLC
Wichita, Kansas
Prepared by:
Terracon Consultants, Inc.
Fort Collins, Colorado
Responsive ■ Resourceful ■ Reliable 1
REPORT TOPICS
INTRODUCTION ............................................................................................................. 1
SITE CONDITIONS ......................................................................................................... 1
PROJECT DESCRIPTION .............................................................................................. 2
GEOTECHNICAL CHARACTERIZATION ...................................................................... 2
GEOTECHNICAL OVERVIEW ....................................................................................... 4
EARTHWORK................................................................................................................. 5
SHALLOW FOUNDATIONS ......................................................................................... 11
SEISMIC CONSIDERATIONS ...................................................................................... 12
FLOOR SLABS............................................................................................................. 13
PAVEMENTS ................................................................................................................ 14
CORROSIVITY.............................................................................................................. 18
GENERAL COMMENTS ............................................................................................... 18
FIGURES ...................................................................................................................... 20
Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced
section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the
GeoReport logo will bring you back to this page. For more interactive features, please view your project online at
client.terracon.com.
ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable i
REPORT SUMMARY
Topic
1
Overview Statement
2
Project
Overview
A geotechnical exploration has been performed for the proposed Woodspring Suites
Hotel to be constructed at 847 Southeast Frontage Road in Fort Collins, Colorado.
Five (5) borings were performed to depths of approximately 10½ to 30½ feet below
existing site grades.
Subsurface
Conditions
Subsurface conditions encountered in our exploratory borings generally consisted of
about 8½ to 9½ feet of lean clay with varying amounts of sand over about 11½ to 20 ½
feet of silty sand with varying amounts of gravel with interlayered lean clay. Bedrock
was not encountered below the overburden soils in the borings completed at this site.
Boring logs are presented in the Exploration Results section of this report.
Groundwater
Conditions
Groundwater was encountered in all of our test borings at depths of about 9 to 10½ feet
below existing site grades at the time of drilling or when checked several days after
drilling. Groundwater levels can fluctuate in response to site development and to
varying seasonal and weather conditions, irrigation on or adjacent to the site and
fluctuations in nearby water features.
Geotechnical
Concerns
■ Expansive clays are present on this site. This report provides recommendations to
help mitigate the effects of soil movement/heave associated with these materials.
The risk can be mitigated by careful design, construction and maintenance
practices; however, it should be recognized these procedures will not eliminate risk.
The owner should be aware and understand that on-grade slabs, pavements and,
in some instance’s foundations, may be affected to some degree by the expansive
soils and bedrock on this site.
■ Shallow groundwater was encountered in all the borings at about 9 to 10 feet below
existing site grade. Soil conditions will become unstable as cuts approach
groundwater. Terracon recommends maintaining a separation of at least 3 feet
between the bottom of proposed below-grade foundations and measured
groundwater levels. It is also possible and likely that groundwater levels below
this site may rise as water levels in nearby water features rise.
Earthwork
On-site soils typically appear suitable for use as general engineered fill and backfill on
the site provided they are placed and compacted as described in this report. Import
materials (if needed) should be evaluated and approved by Terracon prior to delivery
to the site. Earthwork recommendations are presented in the Earthwork section of
this report.
Grading and
Drainage
The amount of movement of foundations, floor slabs, pavements, etc. will be related to
the wetting of underlying supporting soils. Therefore, it is imperative the
recommendations discussed in the Grading and Drainage section of the Earthwork
section this report be followed to reduce potential movement. As discussed in the
Grading and Drainage section of this report, surface drainage should be designed,
constructed and maintained to provide rapid removal of surface water runoff away from
the proposed buildings and pavements. Water should not be allowed to pond adjacent
to foundations or on pavements and conservative irrigation practices should be followed
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable ii
Topic
1
Overview Statement
2
Foundations
Comparatively soft clay soils were encountered at anticipated shallow foundation
bearing depths. We believe the proposed building can be constructed on a spread
footing foundation system, provided the soils are over-excavated to a depth of at
least 1 foot below the bottom of footings and replaced with moisture conditioned,
properly compacted fill.
Floor Systems
A slab-on-grade Floor System is recommended for the proposed building provided
the soils are over-excavated to a depth of at least 1 foot below the proposed floor slab
and replaced with moisture conditioned, properly compacted engineered fill. On-site
soils are suitable as over-excavation backfill below floor slabs.
Pavements
Recommended Pavement thicknesses for this project include 3½ inches of asphalt
over 6 inches of aggregate base course in light-duty parking areas and 6 inches of
asphalt over 6 inches of aggregate base course in heavy-duty drive lanes and loading
areas. Additional pavement section alternatives and discussion are presented in the
report.
Seismic
Considerations
As presented in the Seismic Considerations section of this report, the International
Building Code, which refers to Section 20 of ASCE 7, indicates the seismic site
classification for this site is D.
Construction
Observation
and Testing
Close monitoring of the construction operations and implementing drainage
recommendations discussed herein will be critical in achieving the intended
foundation, slab and pavement performance. We therefore recommend that Terracon
be retained to monitor this portion of the work.
General
Comments
This section contains important information about the limitations of this geotechnical
engineering report.
1. If the reader is reviewing this report as a pdf, the topics (bold orange font) above can be used to access the
appropriate section of the report by simply clicking on the topic itself.
2. This summary is for convenience only. It should be used in conjunction with the entire report for design
purposes. It should be recognized that specific details were not included or fully developed in this section,
and the report must be read in its entirety for a comprehensive understanding of the items contained herein.
Responsive ■ Resourceful ■ Reliable 1
INTRODUC TION
Geotechnical Engineering Report
Woodspring Suites Hotel
847 Southeast Frontage Road
Fort Collins, Colorado
Terracon Project No. 20185153
March 18, 2019
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed Woodspring Suites Hotel to be located at 847 Southeast
Frontage Road in Fort Collins, Colorado. The purpose of these services is to provide information
and geotechnical engineering recommendations relative to:
■ Subsurface soil conditions ■ Foundation design and construction
■ Groundwater conditions ■ Floor system design and construction
■ Site preparation and earthwork ■ Seismic considerations
■ Excavation considerations ■ Pavement design and construction
The geotechnical engineering scope of services for this project included the advancement of five
(5) test borings to depths ranging from approximately 10½ to 30½ feet below existing site grades.
Maps showing the site and boring locations are shown in the Site Location and Exploration
Plan sections, respectively. The results of the laboratory testing performed on soil samples
obtained from the site during the field exploration are included on the boring logs and as separate
graphs in the Exploration Results section of this report.
SITE CONDITIONS
The following description of site conditions is derived from our site visit in association with the
field exploration and our review of publicly available geologic and topographic maps.
Item Description
Parcel Information
The approximately 2.8-acre project site is located at 847 Southeast Frontage
Road in Fort Collins, Colorado. The approximate Latitude/Longitude of the
center of the site is 40.57877° N/ 105.00016° W (See Site Location).
Existing
Improvements
The site appears to be previously graded.
Current Ground
Cover
The current ground cover is light vegetative grass and weeds
Existing Topography The site is relatively flat.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 2
PROJECT DESCRIPTION
Our final understanding of the project conditions is as follows:
Item Description
Information Provided
Terracon was provided with an anticipated site plan and proposed building
details via email with Rick Hazel with Hauser Architects, dated December
11, 2018.
Proposed
Construction
The project includes a four-story building with a footprint of about 14,000
square feet and an asphalt parking lot. The building will be slab-on-grade
(non-basement).
Finished Floor
Elevation
We were not provided with the planned finished floor elevation (FFE);
however, we assume the FFE will be very near or slightly above current
grades.
Maximum Loads
(assumed)
■ Columns: 25 to 150 kips
■ Walls: 1 to 3 kips per linear foot (klf)
■ Slabs: 150 pounds per square foot (psf)
Grading/Slopes
We anticipate minor cuts and fills on the order of 5 feet or less will be
required to achieve proposed grades.
Below-grade
Structures
We understand no below-grade are planned for this site.
Pavements
Traffic loads were not provided at the time of this study. We have assumed
Automobile Parking (NAPA Class I and ACI Category A) and Service Lanes
(NAPA Class II and ACI Category A). We should be contacted to confirm
and/or modify the recommendations contained herein if actual traffic
volumes differ from the assumed values.
GEOTECHNICAL CHARACTERIZATION
Subsurface Profile
We have developed a general characterization of the subsurface conditions based upon our
review of the subsurface exploration, laboratory data, geologic setting and our understanding of
the project. This characterization, termed GeoModel, forms the basis of our geotechnical
calculations and evaluation of site preparation and foundation options. Conditions encountered at
each exploration point are indicated on the individual logs. The individual logs can be found in the
Exploration Results section and the GeoModel can be found in the Figures section of this report.
As part of our analyses, we identified the following model layers within the subsurface profile. For
a more detailed view of the model layer depths at each boring location, refer to the GeoModel.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 3
Model Layer Layer Name General Description Consistency/ Density
1
Vegetative
Layer
Vegetative layer, about 4 inches thick -
2 Lena Clay
Lean clay with varying amounts of
sand
Medium stiff to very stiff
3 Silty Sand
Silty sand with varying amounts of
gravel
Medium dense to dense
Groundwater Conditions
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. In addition, delayed water levels were also obtained in some borings. The water levels
observed in the boreholes are noted on the attached boring logs, and are summarized below:
Boring Number
Depth to groundwater
while drilling, ft.
Depth to groundwater
after drilling, ft.
Approximate elevation
of groundwater 3 days
after drilling, ft.
1 10.5 10.5 Bore hole caved in
2 10 9.5 Bore hole caved in
3 10.5 10 4,915.1
4 10 10 4,915.3
5 9 9 Bore hole caved in
These observations represent groundwater conditions at the time of the field exploration, and may
not be indicative of other times or at other locations. Groundwater levels can be expected to
fluctuate with varying seasonal and weather conditions, and other factors.
Groundwater level fluctuations occur due to seasonal variations in the water levels present in
nearby water features, amount of rainfall, runoff and other factors not evident at the time the
borings were performed. Therefore, groundwater levels during construction or at other times in
the life of the structure may be higher or lower than the levels indicated on the boring logs. The
possibility of groundwater level fluctuations should be considered when developing the design
and construction plans for the project.
Fluctuations in groundwater levels can best be determined by implementation of a groundwater
monitoring plan. Such a plan would include installation of groundwater piezometers, and periodic
measurement of groundwater levels over a sufficient period of time.
Laboratory Testing
Representative soil samples were selected for swell-consolidation testing and exhibited 2.0
percent compression to 2.6 percent swell when wetted. One sample of clay soils exhibited an
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 4
unconfined a compressive strength of approximately 1,100 pounds per square foot (psf). Samples
of site soils selected for plasticity testing exhibited non-plastic to moderate plasticity with liquid
limits ranging from non-plastic to 40 and plasticity indices ranging from non-plastic to 23.
Laboratory test results are presented in the Exploration Results section of this report.
GEOTECHNICAL OVERVIEW
Based on subsurface conditions encountered in the borings, the site appears suitable for the
proposed construction from a geotechnical point of view provided certain precautions and design
and construction recommendations described in this report are followed and the owner
understands the inherent risks associated with construction on sites underlain by expansive soils.
We have identified several geotechnical conditions that could impact design, construction and
performance of the proposed structures, pavements, and other site improvements. These
included shallow groundwater and expansive soils. These conditions will require particular
attention in project planning, design and during construction and are discussed in greater detail
in the following sections.
Shallow Groundwater
As previously stated, groundwater was measured at depths ranging from about 9 to 10½ feet
below existing site grades. Terracon recommends maintaining a separation of at least 3 feet
between the bottom of proposed below-grade foundations and measured groundwater levels. It
is also possible and likely that groundwater levels below this site may rise as water levels in
nearby water features rise. Final site grading should be planned and designed to avoid cuts
where shallow groundwater is known to exist, and also in areas where such grading would create
shallow groundwater conditions. If deeper cuts are unavoidable, installation of a subsurface
drainage system may be needed.
Expansive Soils
Expansive soils are present on this site and these conditions constitute a geologic hazard. This
report provides recommendations to help mitigate the effects of soil shrinkage and expansion.
However, even if these procedures are followed, some movement and cracking in the structures,
pavements, and flatwork is possible. The severity of cracking and other damage such as uneven
floor slabs and flat work will probably increase if modification of the site results in excessive
wetting or drying of the expansive clays. Eliminating the risk of movement and cosmetic distress
is generally not feasible, but it may be possible to further reduce the risk of movement if
significantly more expensive measures are used during construction. It is imperative the
recommendations described in section Grading and Drainage section of the Earthwork section
of this report be followed to reduce potential movement.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 5
Foundation and Floor System Recommendations
A conventional spread footing foundation system is recommended for the proposed building
provided the soils are over-excavated to a depth of at least 1 foot below the bottom of footings
and replaced with moisture conditioned, properly compacted fill.
We believe a concrete slab-on-grade floor system can be used for the proposed building provided
the soils are over-excavated to a depth of at least 1 feet below the proposed floor slab and replaced
with moisture conditioned, properly compacted engineered fill. On-site soils are suitable as over-
excavation backfill below foundations and floor slabs.
Design recommendations for foundations for the proposed structures and related structural
elements are presented in the following sections.
The General Comments section provides an understanding of the report limitations.
EARTHWORK
The following presents recommendations for site preparation, excavation, subgrade preparation,
fill materials, compaction requirements, utility trench backfill, grading and drainage and exterior
slab design and construction. Earthwork on the project should be observed and evaluated by
Terracon. Evaluation of earthwork should include observation and/or testing of over-excavation,
subgrade preparation, placement of engineered fills, subgrade stabilization and other
geotechnical conditions exposed during the construction of the project.
Site Preparation
Prior to placing any fill, strip and remove existing vegetation, topsoil, and any other deleterious
materials from the proposed construction areas.
Stripped organic materials should be wasted from the site or used to re-vegetate landscaped areas
or exposed slopes after completion of grading operations. Prior to the placement of fills, the site
should be graded to create a relatively level surface to receive fill, and to provide for a relatively
uniform thickness of fill beneath proposed structures.
If fill is placed in areas of the site where existing slopes are steeper than 5:1 (horizontal:vertical),
the area should be benched to reduce the potential for slippage between existing slopes and fills.
Benches should be wide enough to accommodate compaction and earth moving equipment, and
to allow placement of horizontal lifts of fill.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 6
Excavation
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment. Excavations into the on-site soils will encounter weak and/or
saturated soil conditions with possible caving conditions.
The soils to be excavated can vary significantly across the site as their classifications 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. If different
subsurface conditions are encountered at the time of construction, the actual conditions should be
evaluated to determine any excavation modifications necessary to maintain safe conditions.
Although evidence of fills or underground facilities such as grease pits, septic tanks, vaults,
basements, and utilities was not observed during the site reconnaissance, such features could be
encountered during construction. If unexpected underground facilities are encountered, such
features should be removed and the excavation thoroughly cleaned prior to backfill placement
and/or construction.
Any over-excavation that extends below the bottom of foundation elevation should extend laterally
beyond all edges of the foundations at least 8 inches per foot of over-excavation depth below the
foundation base elevation. The over-excavation should be backfilled to the foundation base
elevation in accordance with the recommendations presented in this report.
Depending upon depth of excavation and seasonal conditions, surface water infiltration and/or
groundwater may be encountered in excavations on the site. It is anticipated that pumping from
sumps may be utilized to control water within excavations. Well points may be required for
significant groundwater flow, or where excavations penetrate groundwater to a significant depth.
Groundwater seepage should be anticipated for excavations approaching the level of well-graded
sand with gravel.
The subgrade soil conditions should be evaluated during the excavation process and the stability
of the soils determined at that time by the contractors’ Competent Person. Slope inclinations flatter
than the OSHA maximum values may have to be used. The individual contractor(s) should be
made responsible for designing and constructing stable, temporary excavations as required to
maintain stability of both the excavation sides and bottom. All excavations should be sloped or
shored in the interest of safety following local, and federal regulations, including current OSHA
excavation and trench safety standards.
As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral
distance from the crest of the slope equal to the slope height. The exposed slope face should be
protected against the elements
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 7
Subgrade Preparation
The top 10 inches of the exposed ground surface should be scarified, moisture conditioned, and
recompacted to at least 95 percent of the maximum dry unit weight as determined by ASTM D698
before any new fill or foundation or pavement is placed.
If pockets of soft, loose, or otherwise unsuitable materials are encountered at the bottom of the
foundation excavations and it is inconvenient to lower the foundations, the proposed foundation
elevations may be reestablished by over-excavating the unsuitable soils and backfilling with
compacted engineered fill or lean concrete.
After the bottom of the excavation has been compacted, engineered fill can be placed to bring the
building pad and pavement subgrade to the desired grade. Engineered fill should be placed in
accordance with the recommendations presented in subsequent sections of this report.
The stability of the subgrade may be affected by precipitation, repetitive construction traffic or
other factors. If unstable conditions develop, workability may be improved by scarifying and
drying. Alternatively, over-excavation of wet zones and replacement with granular materials may
be used, or crushed gravel and/or rock can be tracked or “crowded” into the unstable surface soil
until a stable working surface is attained. Lightweight excavation equipment may also be used to
reduce subgrade pumping.
Fill Materials
The on-site soils or approved granular and low plasticity cohesive imported materials may be used
as fill material. The earthwork contractor should expect significant mechanical processing and
moisture conditioning of the site soils and/or bedrock will be needed to achieve proper compaction
Imported soils (if required) should meet the following material property requirements:
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 8
Gradation Percent finer by weight (ASTM C136)
4” 100
3” 70-100
No. 4 Sieve 50-100
No. 200 Sieve 60 (max.)
Soil Properties Values
Liquid Limit 35 (max.)
Plasticity Index 15 (max.)
Other import fill materials types may be suitable for use on the site depending upon proposed
application and location on the site and could be tested and approved for use on a case-by-case
basis.
Compaction Requirements
Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures
that will produce recommended moisture contents and densities throughout the lift.
Item Description
Fill lift thickness
9 inches or less in loose thickness when heavy, self-
propelled compaction equipment is used
4 to 6 inches in loose thickness when hand-guided
equipment (i.e. jumping jack or plate compactor) is used
Minimum compaction requirements
95 percent of the maximum dry unit weight as determined by
ASTM D698.
Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content
Moisture content cohesionless soil
(sand)
-3 to +3 % of the optimum moisture content
1. We recommend engineered fill be tested for moisture content and compaction during placement.
Should the results of the in-place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to
be achieved without the fill material pumping when proofrolled.
3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within these
materials could result in an increase in the material’s expansive potential. Subsequent wetting of these
materials could result in undesirable movement.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 9
Utility Trench Backfill
All trench excavations should be made with sufficient working space to permit construction including
backfill placement and compaction.
All underground piping within or near the proposed structures should be designed with flexible
couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts
in foundation walls should be oversized to accommodate differential movements. It is imperative
that utility trenches be properly backfilled with relatively clean materials. If utility trenches are
backfilled with relatively clean granular material, they should be capped with at least 18 inches of
cohesive fill in non-pavement areas to reduce the infiltration and conveyance of surface water
through the trench backfill.
Utility trenches are a common source of water infiltration and migration. All utility trenches that
penetrate beneath the buildings should be effectively sealed to restrict water intrusion and flow
through the trenches that could migrate below the buildings. We recommend constructing an
effective clay “trench plug” that extends at least 5 feet out from the face of the building exteriors.
The plug material should consist of clay compacted at a water content at or above the soil’s optimum
water content. The clay fill should be placed to completely surround the utility line and be compacted
in accordance with recommendations in this report.
It is strongly recommended that a representative of Terracon provide full-time observation and
compaction testing of trench backfill within building and pavement areas.
Grading and Drainage
Grades must be adjusted to provide effective drainage away from the proposed building during
construction and maintained throughout the life of the proposed project. Infiltration of water into
foundation excavations must be prevented during construction. Landscape irrigation adjacent to
foundations should be minimized or eliminated. Water permitted to pond near or adjacent to the
perimeter of the structure (either during or post-construction) can result in significantly higher soil
movements than those discussed in this report. As a result, any estimations of potential
movement described in this report cannot be relied upon if positive drainage is not obtained and
maintained, and water is allowed to infiltrate the fill and/or subgrade.
Exposed ground (if any) should be sloped at a minimum of 10 percent grade for at least 5 feet
beyond the perimeter of the proposed building, where possible. Locally, flatter grades may be
necessary to transition ADA access requirements for flatwork. The use of swales, chases and/or
area drains may be required to facilitate drainage in unpaved areas around the perimeter of the
building. Backfill against foundations and exterior walls should be properly compacted and free of
all construction debris to reduce the possibility of moisture infiltration. After construction of the
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 10
proposed building and prior to project completion, we recommend verification of final grading be
performed to document positive drainage, as described above, has been achieved.
Flatwork and pavements will be subject to post-construction movement. Maximum grades
practical should be used for paving and flatwork to prevent areas where water can pond. In
addition, allowances in final grades should take into consideration post-construction movement
of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts the
structure, care should be taken that joints are properly sealed and maintained to prevent the
infiltration of surface water.
Planters located adjacent to structure should preferably be self-contained. Sprinkler mains and
spray heads should be located a minimum of 5 feet away from the building line(s). Low-volume,
drip style landscaped irrigation should be used sparingly near the building. Roof drains should
discharge on to pavements or be extended away from the structure a minimum of 10 feet through
the use of splash blocks or downspout extensions. A preferred alternative is to have the roof
drains discharge by solid pipe to storm sewers or to a detention pond or other appropriate outfall.
Exterior Slab Design and Construction
Exterior slabs on-grade, exterior architectural features, and utilities founded on, or in backfill or
the site soils will likely experience some movement due to the volume change of the material.
Potential movement could be reduced by:
◼ Minimizing moisture increases in the backfill;
◼ Controlling moisture-density during placement of the backfill;
◼ Using designs which allow vertical movement between the exterior features and
adjoining structural elements; and
◼ Placing control joints on relatively close centers.
Construction Observation and Testing
The earthwork efforts should be monitored under the direction of Terracon. Monitoring should
include documentation of adequate removal of vegetation and topsoil, proof-rolling and mitigation
of areas delineated by the proof-roll to require mitigation.
Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved
by Terracon prior to placement of additional lifts.
In areas of foundation excavations, the bearing subgrade and exposed conditions at the base of
the recommended over-excavation should be evaluated under the direction of Terracon. In the
event that unanticipated conditions are encountered, Terracon should prescribe mitigation
options.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 11
In addition to the documentation of the essential parameters necessary for construction, the
continuation of Terracon into the construction phase of the project provides the continuity to
maintain the Terracon’s evaluation of subsurface conditions, including assessing variations and
associated design changes.
SHALLOW FOUNDATIONS
If the site has been prepared in accordance with the requirements noted in Earthwork, the
following design parameters are applicable for shallow foundations.
Spread Footings - Design Recommendations
Description Values
Bearing material
At least 1 foot of moisture conditioned, properly
compacted, over-excavation backfill.
Maximum net allowable bearing pressure
1 2,500 psf
Minimum foundation dimensions
Columns: 30 inches
Continues: 18 inches
Lateral earth pressure coefficients
2
Active, Ka = 0.36
Passive, Kp = 2.77
At-rest, Ko = 0.53
Sliding coefficients
2
µ = 0.42
Moist soil unit weight ɣ = 110 pcf
Minimum embedment depth below finished
grade
3 30 inches
Estimated total movement
4 About 1 inch
Estimated differential movement
4 About ½ to ¾ of total movement
1. The recommended maximum net allowable bearing pressure assumes any unsuitable fill or soft/loose soils,
if encountered, will be over-excavated and replaced with properly compacted engineered fill. The design
bearing pressure applies to a dead load plus design live load condition. The design bearing pressure may
be increased by one-third when considering total loads that include wind or seismic conditions.
2. The lateral earth pressure coefficients and sliding coefficients are ultimate values and do not include a factor
of safety. The foundation designer should include the appropriate factors of safety.
3. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils. The
minimum embedment depth is for perimeter footings beneath unheated areas and is relative to lowest
adjacent finished grade, typically exterior grade. Interior column pads in heated areas should bear at least
12 inches below the adjacent grade (or top of the floor slab) for confinement of the bearing materials and to
develop the recommended bearing pressure.
4. The estimated movements presented above are based on the assumption that the maximum footing size is
10 feet for column footings and 1.5 feet for continuous footings. Larger foundation footprints will likely require
reduced net allowable soil bearing pressures to reduce risk for potential settlement.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 12
Footings should be proportioned to reduce differential foundation movement. As discussed, total
movement resulting from the assumed structural loads is estimated to be on the order of about 1
inch. Additional foundation movements could occur if water from any source infiltrates the
foundation soils; therefore, proper drainage should be provided in the final design and during
construction and throughout the life of the structure. Failure to maintain the proper drainage as
recommended in the Grading and Drainage section of the Earthwork section of this report will
nullify the movement estimates provided above.
Spread Footings - Construction Considerations
To reduce the potential of “pumping” and softening of the foundation soils at the foundation
bearing level and the requirement for corrective work, we suggest the foundation excavation for
the hotel building be completed remotely with a track-hoe operating outside of the excavation
limits.
Spread footing construction should only be considered if the estimated foundation movement can
be tolerated. Subgrade soils beneath footings should be moisture conditioned and compacted as
described in the Earthwork section of this report. The moisture content and compaction of
subgrade soils should be maintained until foundation construction.
Footings and foundation walls should be reinforced as necessary to reduce the potential for distress
caused by differential foundation movement.
Unstable subgrade conditions are anticipated as excavations approach the groundwater surface.
Unstable surfaces will need to be stabilized prior to backfilling excavations and/or constructing
the building foundation, floor slab and/or project pavements. The use of angular rock, recycled
concrete and/or gravel pushed or “crowded” into the yielding subgrade is considered suitable
means of stabilizing the subgrade. The use of geogrid materials in conjunction with gravel could
also be considered and could be more cost effective.
Unstable subgrade conditions should be observed by Terracon to assess the subgrade and
provide suitable alternatives for stabilization. Stabilized areas should be proof-rolled prior to
continuing construction to assess the stability of the subgrade.
Foundation excavations should be observed by Terracon. If the soil conditions encountered differ
significantly from those presented in this report, supplemental recommendations will be required.
SEISMIC CONSIDERATIONS
The seismic design requirements for buildings and other structures are based on Seismic Design
Category. Site Classification is required to determine the Seismic Design Category for a structure.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 13
The Site Classification is based on the upper 100 feet of the site profile defined by a weighted
average value of either shear wave velocity, standard penetration resistance, or undrained shear
strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).
Based on the soil properties encountered at the site and as described on the exploration logs and
results, it is our professional opinion that the Seismic Site Classification is D. Subsurface
explorations at this site were extended to a maximum depth of 30½ feet. The site properties below
the boring depth to 100 feet were estimated based on our experience and knowledge of geologic
conditions of the general area. Additional deeper borings or geophysical testing may be performed
to confirm the conditions below the current boring depth.
FLOOR SLABS
A slab-on-grade may be utilized for the interior floor system for the proposed hotel building
provided the native clay soils are over-excavated to a depth of at least 1 feet, moisture
conditioned, and compacted on-site soils. If the estimated movement cannot be tolerated, a
structurally-supported floor system, supported independent of the subgrade materials, is
recommended.
Subgrade soils at the base of the recommended over-excavating and beneath exterior slabs
should be scarified to a depth of at least 10 inches, moisture conditioned and compacted. The
moisture content and compaction of subgrade soils should be maintained until slab construction.
Floor System - Design Recommendations
Even when bearing on properly prepared soils, movement of the slab-on-grade floor system is
possible should the subgrade soils undergo an increase in moisture content. We estimate
movement of about 1 inch is possible. If the owner cannot accept the risk of slab movement, a
structural floor should be used. If conventional slab-on-grade is utilized, the subgrade soils should
be over-excavated and prepared as presented in the Earthwork section of this report.
For structural design of concrete slabs-on-grade subjected to point loadings, a modulus of
subgrade reaction of 75 pounds per cubic inch (pci) may be used for floors supported on re-
compacted existing soils at the site. A modulus of 200 pci may be used for floors supported on
at least 1 foot of non-expansive, imported granular 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.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 14
◼ Control joints should be saw-cut in slabs in accordance with ACI Design Manual, Section
302.1R-37 8.3.12 (tooled control joints are not recommended) to control the location and
extent of cracking.
◼ Interior utility trench backfill placed beneath slabs should be compacted in accordance
with the recommendations presented in the Earthwork section of this report.
◼ Floor slabs should not be constructed on frozen subgrade.
◼ The use of a vapor retarder should be considered beneath concrete slabs that will be
covered with wood, tile, carpet or other moisture sensitive or impervious floor coverings,
or when the slab will support equipment sensitive to moisture. When conditions warrant
the use of a vapor retarder, the slab designer and slab contractor should refer to ACI
302 for procedures and cautions regarding the use and placement of a vapor retarder.
◼ Other design and construction considerations, as outlined in the ACI Design Manual,
Section 302.1R are recommended.
Floor Systems - Construction Considerations
Movements of slabs-on-grade using the recommendations discussed in previous sections of this
report will likely be reduced and tend to be more uniform. The estimates discussed above assume
that the other recommendations in this report are followed. Additional movement could occur
should the subsurface soils become wetted to significant depths, which could result in potential
excessive movement causing uneven floor slabs and severe cracking. This could be due to over
watering of landscaping, poor drainage, improperly functioning drain systems, and/or broken utility
lines. Therefore, it is imperative that the recommendations presented in this report be followed.
PAVEMENTS
Pavements – Subgrade Preparation
On most project sites, the site grading is accomplished relatively early in the construction phase.
Fills are typically placed and compacted in a uniform manner. However as construction proceeds,
the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or
rainfall/snow melt. As a result, the pavement subgrade may not be suitable for pavement
construction and corrective action will be required. The subgrade should be carefully evaluated
at the time of pavement construction for signs of disturbance or instability. We recommend the
pavement subgrade be thoroughly proofrolled with a loaded tandem-axle dump truck prior to final
grading and paving. All pavement areas should be moisture conditioned and properly compacted
to the recommendations in this report immediately prior to paving.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 15
Pavements – Design Recommendations
Design of new privately-maintained pavements for the project has been based on the procedures
described by the National Asphalt Pavement Associations (NAPA) and the American Concrete
Institute (ACI).
We assumed the following design parameters for NAPA flexible pavement thickness design:
◼ Automobile Parking Areas
• Class I - Parking stalls and parking lots for cars and pick-up trucks, with
Equivalent Single Axle Load (ESAL) up to 7,000 over 20 years
◼ Main Traffic Corridors
• Class II – Parking lots with a maximum of 10 trucks per day with Equivalent
Single Axle Load (ESAL) up to 27,000 over 20 years (Including trash trucks)
◼ Subgrade Soil Characteristics
• USCS Classification – CL, classified by NAPA as poor
We assumed the following design parameters for ACI rigid pavement thickness design based
upon the average daily truck traffic (ADTT):
◼ Automobile Parking Areas
• ACI Category A: Automobile parking with an ADTT of 1 over 20 years
◼ Main Traffic Corridors
• ACI Category A: Automobile parking area and service lanes with an ADTT of
up to 10 over 20 years
◼ Subgrade Soil Characteristics
• USCS Classification – CL
◼ Concrete modulus of rupture value of 600 psi
We should be contacted to confirm and/or modify the recommendations contained herein if actual
traffic volumes differ from the assumed values shown above.
Recommended alternatives for flexible and rigid pavements are summarized for each traffic area
as follows:
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 16
Traffic Area Alternative
Recommended Pavement Thicknesses (Inches)
Asphaltic
Concrete
Surface
Aggregate
Base Course
Portland
Cement
Concrete
Total
Automobile Parking
(NAPA Class I and
ACI Category A)
A 3½ 6 - 9½
B - - 5 5
Service Lanes
(NAPA Class II and
ACI Category A)
A 6 6 - 12
B - - 6 6
Aggregate base course (if used on the site) should consist of a blend of sand and gravel which
meets strict specifications for quality and gradation. Use of materials meeting Colorado
Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for aggregate
base course. Aggregate base course should be placed in lifts not exceeding 6 inches and
compacted to a minimum of 95 percent of the maximum dry unit weight as determined by ASTM
D698.
Asphaltic concrete should be composed of a mixture of aggregate, filler and additives (if required)
and approved bituminous material. The asphalt concrete should conform to approved mix
designs stating the Superpave properties, optimum asphalt content, job mix formula and
recommended mixing and placing temperatures. Aggregate used in asphalt concrete should
meet particular gradations. Material meeting CDOT Grading S or SX specifications or equivalent
is recommended for asphalt concrete. Mix designs should be submitted prior to construction to
verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and compacted
within a range of 92 to 96 percent of the theoretical maximum (Rice) density (ASTM D2041).
Where rigid pavements are used, the concrete should be produced from an approved mix design
with the following minimum properties:
Properties Value
Compressive strength 4,000 psi
Cement type Type I or II portland cement
Entrained air content (%) 5 to 8
Concrete aggregate ASTM C33 and CDOT section 703
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes
from the time the water is added to the mix. Longitudinal and transverse joints should be provided
as needed in concrete pavements for expansion/contraction and isolation per ACI 325. The
location and extent of joints should be based upon the final pavement geometry.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 17
For areas subject to concentrated and repetitive loading conditions (if any) such as dumpster
pads, truck delivery docks and ingress/egress aprons, we recommend using a portland cement
concrete pavement with a thickness of at least 6 inches underlain by at least 4 inches of granular
base. Prior to placement of the granular base, the areas should be thoroughly proofrolled. For
dumpster pads, the concrete pavement area should be large enough to support the container and
tipping axle of the refuse truck.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design and
layout of pavements:
■ Site grades should slope a minimum of 2 percent away from the pavements;
■ The subgrade and the pavement surface have a minimum 2 percent slope to promote proper
surface drainage;
■ Consider appropriate edge drainage and pavement under drain systems;
■ Install pavement drainage surrounding areas anticipated for frequent wetting;
■ Install joint sealant and seal cracks immediately;
■ Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils; and
■ Placing compacted, low permeability backfill against the exterior side of curb and gutter.
Pavements – Construction Considerations
Openings in pavement, such as landscape islands, are sources for water infiltration into
surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade
soils thereby degrading support of the pavement. This is especially applicable for islands with
raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design
for the pavements with these conditions should include features to restrict or to collect and
discharge excess water from the islands. Examples of features are edge drains connected to the
storm water collection system or other suitable outlet and impermeable barriers preventing lateral
migration of water such as a cutoff wall installed to a depth below the pavement structure.
Pavements – Maintenance
Preventative maintenance should be planned and provided for an ongoing pavement
management program in order to enhance future pavement performance. Preventive
maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching)
and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first
priority when implementing a planned pavement maintenance program and provides the highest
return on investment for pavements.
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 18
CORROSIVITY
Results of water-soluble sulfate testing indicate Exposure Class S0 according to ACI 318. ASTM
Type I portland cement should be specified for all project concrete on and below grade.
Foundation concrete should be designed for low sulfate exposure in accordance with the
provisions of the ACI Design Manual, Section 318, Chapter 4.
GENERAL COMMENTS
Our analysis and opinions are based upon our understanding of the project, the geotechnical
conditions in the area, and the data obtained from our site exploration. Natural variations will occur
between exploration point locations or due to the modifying effects of construction or weather.
The nature and extent of such variations may not become evident until during or after construction.
Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide
observation and testing services during pertinent construction phases. If variations appear, we
can provide further evaluation and supplemental recommendations. If variations are noted in the
absence of our observation and testing services on-site, we should be immediately notified so
that we can provide evaluation and supplemental recommendations.
Our Scope of Services does not include either specifically or by implication any environmental or
biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of
pollutants, hazardous materials or conditions. If the owner is concerned about the potential for
such contamination or pollution, other studies should be undertaken.
Our services and any correspondence or collaboration through this system are intended for the
sole benefit and exclusive use of our client for specific application to the project discussed and
are accomplished in accordance with generally accepted geotechnical engineering practices with
no third-party beneficiaries intended. Any third-party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our client.
Reliance upon the services and any work product is limited to our client, and is not intended for
third parties. Any use or reliance of the provided information by third parties is done solely at their
own risk. No warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation cost. Any
use of our report in that regard is done at the sole risk of the excavating cost estimator as there
may be variations on the site that are not apparent in the data that could significantly impact
excavation cost. Any parties charged with estimating excavation costs should seek their own site
characterization for specific purposes to obtain the specific level of detail necessary for costing.
Site safety, and cost estimating including, excavation support, and dewatering
requirements/design are the responsibility of others. If changes in the nature, design, or location
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable 19
of the project are planned, our conclusions and recommendations shall not be considered valid
unless we review the changes and either verify or modify our conclusions in writing.
Responsive ■ Resourceful ■ Reliable
FIGURES
Contents:
GeoModel
4,890
4,895
4,900
4,905
4,910
4,915
4,920
4,925
4,930
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
ELEVATION (MSL) (feet)
3/18/2019 Terracon Project No. 20185153
Woodspring Suites Hotel Fort Collins, CO
First Water Observation
Second Water Observation
Third Water Observation
Vegeative layer, about 4 inches thick
Lean clay with varying amounts of sand, medium stiff to very
stiff
Silty sand with varying amounts of gravel, medium dense to
dense
LEGEND
Vegetative Layer
Lean Clay with Sand
Silty Sand with Gravel
Silty Sand
Sandy Lean Clay
Lean Clay
Layering shown on this figure has been developed by the
geotechnical engineer for purposes of modeling the subsurface
conditions as required for the subsequent geotechnical engineering
for this project.
Numbers adjacent to soil column indicate depth below ground
surface.
NOTES:
GEOMODEL
Groundwater levels are temporal. The levels shown are representative of the date
and time of our exploration. Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling. In some cases,
boring advancement methods mask the presence/absence of groundwater. See
individual logs for details.
Model Layer Layer Name General Description
1
2
3
Vegetative Layer
Lean Clay
Silty Sand
1
2
10.5 3
0.3
10
10.5
B1
1
2
3
9.10 5
0.3
Responsive ■ Resourceful ■ Reliable
ATTACHMENTS
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2
EXPLORATION AND TESTING PROCEDURES
Field Exploration
The field exploration program consisted of the following:
Number of Borings Planned Boring Depth (feet) Planned Location
1 30 or auger refusal Planned building area
2 25 or auger refusal Planned building area
2 10 or auger refusal Planned parking/driveway area
Boring Layout and Elevations: We used handheld GPS equipment to locate borings with an
estimated horizontal accuracy of +/-20 feet. Field measurements from existing site features were
also utilized. A ground surface elevation at each boring location was obtained by Terracon using
an engineer’s level, referencing an on-site temporary benchmark with an elevation of 4,927 feet
provided by Google Earth, which should be verified.
Subsurface Exploration Procedures: We advanced soil borings with a truck-mounted drill rig
using continuous-flight, solid-stem augers. Three samples were obtained in the upper 10 feet of
each boring and at intervals of 5 feet thereafter. Soil sampling will be performed using modified
California barrel and/or standard split-barrel sampling procedures. For the standard split-barrel
sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon is driven into
the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of
blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration
is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values,
also referred to as N-values, are indicated on the boring logs at the test depths. For the modified
California barrel sampling procedure, a 2½-inch outer diameter split-barrel sampling spoon is
used for sampling. Modified California barrel sampling procedures are similar to standard split-
barrel sampling procedures; however, blow counts are typically recorded for 6-inch intervals for a
total of 12 inches of penetration. The samples were placed in appropriate containers, taken to our
soil laboratory for testing, and classified by a geotechnical engineer.
In addition, we observed and recorded groundwater levels during drilling observations and several
days after drilling.
Our exploration team prepared field boring logs as part of standard drilling operations including
sampling depths, penetration distances, and other relevant sampling information. Field logs
included visual classifications of materials encountered during drilling, and our interpretation of
subsurface conditions between samples. Final boring logs, prepared from field logs, represent
Geotechnical Engineering Report
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2
the geotechnical engineer's interpretation, and include modifications based on observations and
laboratory test results.
Property Disturbance: We backfilled borings with auger cuttings after completion. Our services
did not include repair of the site beyond backfilling our boreholes. Excess auger cuttings were
dispersed in the general vicinity of the boreholes. Because backfill material often settles below
the surface after a period, we recommend checking boreholes periodically and backfilling, if
necessary. We can provide this service for additional fees, at your request.
Laboratory Testing
The project engineer reviewed field data and assigned various laboratory tests to better
understand the engineering properties of various soil strata. Laboratory testing was conducted in
general accordance with applicable or other locally recognized standards. Testing was performed
under the direction of a geotechnical engineer and included the following:
■ Visual classification ■ Moisture content
■ Dry density ■ Atterberg limits
■ Grain-size analysis ■ One-dimensional swell
■ Water-soluble sulfates ■ Unconfined compressive strength
Our laboratory testing program includes examination of soil samples by an engineer. Based on
the material’s texture and plasticity, we described and classified soil samples in accordance with
the Unified Soil Classification System (USCS). Soil and bedrock samples obtained during our
field work will be disposed of after laboratory testing is complete unless a specific request is made
to temporarily store the samples for a longer period of time.
Responsive ■ Resourceful ■ Reliable
SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location Plan
Exploration Plan
Note: All attachments are one page unless noted above.
SITE LOCATION
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
SITE LOCA TION
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
EXPLORATION PLAN
Woodspring Suites Hotel ■ Fort Collins, Colorado
March 18, 2019 ■ Terracon Project No. 20185153
EXPLORATION P LAN
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
EXPLORATION RESULTS
Contents:
Boring Logs (B-1 through B-5)
Atterberg Limits
Grain Size Distribution (2 pages)
Consolidation/Swell (4 pages)
Unconfined Compressive Strength
Corrosivity
Note: All attachments are one page unless noted above.
4-6
4-5
3-22-20
N=42
+0.5/150 11 74
10
7
86
82
32-13-19
VEGETATIVE LAYER, about 4 inches thick
LEAN CLAY WITH SAND (CL), brown, medium
stiff
SILTY SAND WITH GRAVEL, brown, dense
Boring Terminated at 10.5 Feet
0.3
10.0
10.5
4924+/-
4914+/-
4913.5+/-
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
FIELD TEST
RESULTS
SWELL/CONSOL
UNCONFINED
COMPRESSIVE
STRENGTH (psf)
PERCENT FINES
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
LOCATION
Latitude: 40.5783° Longitude: -105.0002°
See Exploration Plan
GRAPHIC LOG
MODEL LAYER
DEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4924.2 (Ft.) +/-
Page 1 of 1
Advancement Method:
4-inch soild stem
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr, Ste C
Fort Collins, CO
Notes:
Project No.: 20185153
Drill Rig: CME 75
BORING LOG NO. B1
6-6-6
N=12
9-13
13-14-15
N=29
4-7-11
N=18
7-13-17
N=30
1150 79
17
20
18
9
13
9
93 35-13-22
NP
VEGETATIVE LAYER, about 4 inches thick
LEAN CLAY WITH SAND (CL), brown, stiff to very
stiff
SILTY SAND WITH GRAVEL (SM), brown,
medium dense to dense
trace clay
Boring Terminated at 20.5 Feet
0.3
9.0
20.5
4923.5+/-
4914.5+/-
4903+/-
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
FIELD TEST
RESULTS
SWELL/CONSOL
UNCONFINED
COMPRESSIVE
STRENGTH (psf)
PERCENT FINES
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
LOCATION
Latitude: 40.5786° Longitude: -105.0003°
See Exploration Plan
GRAPHIC LOG
MODEL LAYER
DEPTH ELEVATION (Ft.)
4-6-9
N=15
6-11
15-17-18
N=35
2-5-6
N=11
4-5
4-5-8
N=13
5-10-13
N=23
-2.0/500 84
24
4
16
8
12
18
15
89 40-19-21
NP
VEGETATIVE LAYER, about 4 inches thick
LEAN CLAY WITH SAND (CL), brown, stiff
SILTY SAND WITH GRAVEL, brown, dense
LEAN CLAY WITH SAND, brown, medium stiff to
stiff
SILTY SAND (SM), trace clay, brown, medium
dense
Boring Terminated at 30.5 Feet
0.3
10.0
15.5
19.0
30.5
4924+/-
4914+/-
4908.5+/-
4905+/-
4893.5+/-
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
25
30
FIELD TEST
RESULTS
SWELL/CONSOL
UNCONFINED
COMPRESSIVE
STRENGTH (psf)
PERCENT FINES
WATER
CONTENT (%)
6-11
6-11-16
N=27
8-19
7-14-14
N=28
5-5-8
N=13
-0.8/500 10 65
14
8
10
16
94
113
35-12-23
VEGETATIVE LAYER, about 4 inches thick
SANDY LEAN CLAY (CL), brown, stiff
LEAN CLAY, trace gravel, brown, very stiff
SILTY SAND WITH GRAVEL, brown, medium
dense
trace clay
Boring Terminated at 20.5 Feet
0.3
4.0
9.0
20.5
4924+/-
4920.5+/-
4915.5+/-
4904+/-
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
FIELD TEST
RESULTS
SWELL/CONSOL
UNCONFINED
COMPRESSIVE
STRENGTH (psf)
PERCENT FINES
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
LOCATION
Latitude: 40.5789° Longitude: -104.9997°
See Exploration Plan
GRAPHIC LOG
MODEL LAYER
DEPTH ELEVATION (Ft.)
6-8
9-11
11-14-14
N=28
+2.6/150 16
13
10
82
107
VEGETATIVE LAYER, about 4 inches thick
LEAN CLAY, brown, stiff to very stiff
SILTY SAND WITH GRAVEL, brown, medium
dense
Boring Terminated at 10.5 Feet
0.3
9.0
10.5
4923.5+/-
4914.5+/-
4913+/-
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
FIELD TEST
RESULTS
SWELL/CONSOL
UNCONFINED
COMPRESSIVE
STRENGTH (psf)
PERCENT FINES
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
LOCATION
Latitude: 40.579° Longitude: -105.0001°
See Exploration Plan
GRAPHIC LOG
MODEL LAYER
DEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4923.6 (Ft.) +/-
Page 1 of 1
Advancement Method:
4-inch soild stem
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr, Ste C
Fort Collins, CO
Notes:
Project No.: 20185153
Drill Rig: CME 75
BORING LOG NO. B5
CLIENT: Tallgrass Hospitality LLC
0
10
20
30
40
50
60
0 20 40 60 80 100
CL or OL CH or OH
ML or OL
MH or OH
"U" Line
"A" Line
ATTERBERG LIMITS RESULTS
ASTM D4318
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
PROJECT NUMBER: 20185153
SITE: 847 SE Frontage Road
Fort Collins, CO
PROJECT: Woodspring Suites Hotel
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
1901 Sharp Point Dr, Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/14/19
32
35
NP
40
NP
35
13
13
NP
19
NP
12
19
22
NP
21
NP
23
CL
CL
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
3/4 1/2
3/8 30
3 40
60
U.HYDROMETERS. SIEVE OPENING IN INCHES
16 20
100
90
80
70
60
50
40
30
20
10
0
U.S. SIEVE NUMBERS
4 4 6 100
3 2 10
14 50
6 200
1.5 1 8
140
PERCENT FINER BY WEIGHT
PERCENT COARSER BY WEIGHT
GRAIN SIZE DISTRIBUTION
ASTM D422 / ASTM C136
PROJECT NUMBER: 20185153
SITE: 847 SE Frontage Road
Fort Collins, CO
PROJECT: Woodspring Suites Hotel
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
1901 Sharp Point Dr, Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS 1 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/14/19
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
3/4 1/2
3/8 30
3 40
60
U.HYDROMETERS. SIEVE OPENING IN INCHES
16 20
100
90
80
70
60
50
40
30
20
10
0
U.S. SIEVE NUMBERS
4 4 6 100
3 2 10
14 50
6 200
1.5 1 8
140
PERCENT FINER BY WEIGHT
PERCENT COARSER BY WEIGHT
GRAIN SIZE DISTRIBUTION
ASTM D422 / ASTM C136
PROJECT NUMBER: 20185153
SITE: 847 SE Frontage Road
Fort Collins, CO
PROJECT: Woodspring Suites Hotel
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
1901 Sharp Point Dr, Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS 1 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/14/19
-10
-8
-6
-4
-2
0
2
4
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 0.5 percent swell upon wetting under an applied pressure of 150 psf.
PROJECT NUMBER: 20185153
SITE: 847 SE Frontage Road
Fort Collins, CO
PROJECT: Woodspring Suites Hotel
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
1901 Sharp Point Dr, Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/18/19
B1 2 - 3 ft LEAN CLAY with SAND(CL) 86 11
Specimen Identification Classification , pcf WC, %
-10
-8
-6
-4
-2
0
2
4
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 2.0 perecent compression upon wetting under an applied pressure of 500 psf.
PROJECT NUMBER: 20185153
SITE: 847 SE Frontage Road
Fort Collins, CO
PROJECT: Woodspring Suites Hotel
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
1901 Sharp Point Dr, Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/18/19
B3 4 - 5 ft LEAN CLAY with SAND(CL) 89 16
Specimen Identification Classification , pcf WC, %
-10
-8
-6
-4
-2
0
2
4
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 0.8 percent compression upon wetting under an applied pressure of 500 psf.
PROJECT NUMBER: 20185153
SITE: 847 SE Frontage Road
Fort Collins, CO
PROJECT: Woodspring Suites Hotel
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
1901 Sharp Point Dr, Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/18/19
B4 2 - 3 ft SANDY LEAN CLAY(CL) 94 10
Specimen Identification Classification , pcf WC, %
-10
-8
-6
-4
-2
0
2
4
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 2.6 percent swell upon wetting under an applied pressure of 150 psf.
PROJECT NUMBER: 20185153
SITE: 847 SE Frontage Road
Fort Collins, CO
PROJECT: Woodspring Suites Hotel
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
1901 Sharp Point Dr, Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/18/19
B5 2 - 3 ft LEAN CLAY 82 16
Specimen Identification Classification , pcf WC, %
0
100
200
300
400
500
600
700
800
900
1,000
1,100
1,200
0 1.0 2.0 3.0 4.0 5.0 6.0
COMPRESSIVE STRESS - psf
AXIAL STRAIN - %
ASTM D2166
UNCONFINED COMPRESSION TEST
PROJECT NUMBER: 20185153
SITE: 847 SE Frontage Road
Fort Collins, CO
PROJECT: Woodspring Suites Hotel
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
1901 Sharp Point Dr, Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/14/19
Calculated Saturation: %
Height: in.
Diameter: in.
Failure Mode: (dashed)
Remarks:
79
LL PL PI Percent < #200 Sieve
577
18
DESCRIPTION: LEAN CLAY with SAND(CL)
SAMPLEfeet TYPE: CARS SAMPLE LOCATION: B2 @ 4 - 5
93
Strain Rate: in/min
Failure Strain: %
SPECIMEN FAILURE MODE
Dry Density: pcf
Moisture Content: %
2.57
Height / Diameter Ratio: 2.17
Calculated Void Ratio:
Undrained Shear Strength: (psf)
Unconfined Compressive Strength (psf)
35 13 22
Assumed Specific Gravity:
1154
4.18
1.93
SPECIMEN TEST DATA
Project Number:
Service Date:
Report Date:
Task:
Client
Date Received:
B-1 B-3
4.0 2.0
207 421
Analyzed By:
CHEMICAL LABORATORY TEST REPORT
Trisha Campo
Water Soluble Sulfate (SO4), ASTM C 1580
(mg/kg)
Tallgrass Hospitality LLC Woodspring Suites Hotel
03/15/19
750 Pilot Road, Suite F
Las Vegas, Nevada 89119
(702) 597-9393
Project
Lab No.: 19-0262
Sample Number
Sample Location
Sample Depth (ft.)
The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client
indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to
the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials.
20185153
Sample Submitted By: Terracon (20) 3/11/2019
Results of Corrosion Analysis
Chemist
03/12/19
SUPPORTING INFORMATION
Contents:
General Notes
Unified Soil Classification System
Note: All attachments are one page unless noted above.
Woodspring Suites Hotel Fort Collins, CO
March 18, 2019 Terracon Project No. 20185153
less than 500
1,000 to 2,000
> 8,000
Unconfined
Compressive Strength
Qu, (psf)
500 to 1,000
2,000 to 4,000
4,000 to 8,000
Modified
California
Ring
Sampler
Standard
Penetration
Test
Trace
PLASTICITY DESCRIPTION
Water levels indicated on the soil boring logs are
the levels measured in the borehole at the times
indicated. Groundwater level variations will occur
over time. In low permeability soils, accurate
determination of groundwater levels is not possible
with short term water level observations.
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
GENERAL NOTES
> 30
11 - 30
Low 1 - 10
Non-plastic
Plasticity Index
#4 to #200 sieve (4.75mm to 0.075mm
Boulders
Cobbles 12 in. to 3 in. (300mm to 75mm)
Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand
Silt or Clay Passing #200 sieve (0.075mm)
Particle Size
Water Level After
a Specified Period of Time
Water Level After a
Specified Period of Time
Water Initially
Encountered
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less
than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they
are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added
according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis
of their in-place relative density and fine-grained soils on the basis of their consistency.
GRAIN SIZE TERMINOLOGY
RELATIVEFINES PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF
DESCRIPTIVE SOIL CLASSIFICATION
LOCATION AND ELEVATION NOTES
SAMPLING WATER LEVEL FIELD TESTS
N
(HP)
(T)
UNIFIED SOIL CLASSIFICATION SYSTEM
UNIFIED SOIL CLASSI FICATI ON SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol
Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction
retained on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E
GW Well-graded gravel F
Cu 4 and/or [Cc<1 or Cc>3.0] E
GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F, G, H
Fines classify as CL or CH GC Clayey gravel F, G, H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E
SW Well-graded sand I
Cu 6 and/or [Cc<1 or Cc>3.0] E
SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sand G, H, I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic:
PI 7 and plots on or above “A”
line J
CL Lean clay K, L, M
PI 4 or plots below “A” line J
ML Silt K, L, M
Organic:
Liquid limit - oven dried
0.75 OL
Organic clay K, L, M, N
Liquid limit - not dried Organic silt K, L, M, O
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above “A” line CH Fat clay K, L, M
PI plots below “A” line MH Elastic Silt K, L, M
Organic:
UNIFIED SOIL CLASSIFICATION SYSTEM
Liquid limit - oven dried
0.75 OH
Organic clay K, L, M, P
Liquid limit - not dried Organic silt K, L, M, Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve.
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay.
E Cu = D60/D10 Cc =
10 60
2
30
D x D
(D )
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with
gravel,” whichever is predominant.
L If soil contains 30% plus No. 200 predominantly sand, add
“sandy” to group name.
M If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI 4 and plots on or above “A” line.
O PI 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
(DCP)
UC
(PID)
(OVA)
Standard Penetration Test
Resistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Unconfined Compressive
Strength
Photo-Ionization Detector
Organic Vapor Analyzer
Medium
Over 12 in. (300 mm) 0
>12
5-12
<5
Percent of
Dry Weight
Major Component of Sample Term
Modifier
With
Trace
Descriptive Term(s) of
other constituents
Modifier >30
<15
Percent of
Dry Weight
Descriptive Term(s) of
other constituents
With 15-29
High
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of
such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted
to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the
area.
Descriptive Term
(Consistency)
0 - 6
CONSISTENCY OF FINE-GRAINED SOILS
Hard
Very Loose
Loose
Medium Dense
Dense
Very Dense
Descriptive Term
(Density)
Standard Penetration
or N-Value
Blows/Ft.
0 - 3
4 - 9 7 - 18
10 - 29 19 - 58
30 - 50 59 - 98
> 50 > 99 Very Stiff
Standard Penetration or
N-Value
Blows/Ft.
Ring Sampler
Blows/Ft.
Ring Sampler
Blows/Ft.
5 - 9
Stiff
Medium Stiff
Soft
Very Soft
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field visual-manual
procedures or standard penetration resistance
STRENGTH TERMS
RELATIVE DENSITY OF COARSE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
2 - 4
4 - 8
8 - 15
15 - 30
> 30
0 - 1
3 - 4
< 3
10 - 18
19 - 42
> 42
coarsemediumfine fine coarse
LEAN CLAY with SAND (CL)
SILTY SAND (SM)
D10 SANDY LEAN CLAY (CL)
% Finer
COEFFICIENTS
REMARKS
CU
CC
Sieve
#4
#10
#20
#40
#60
#100
#200
99.96
99.71
99.54
98.91
97.64
91.25
64.7
98.77
90.29
81.84
75.3
63.9
47.12
37.24
24.32
3/8"
#4
#10
#20
#40
#60
#100
#200
99.57
98.92
98.6
97.01
95.03
92.15
84.2
D60
D30
GRAVEL SAND SILT OR CLAY
COBBLES
0.102
GRAIN SIZE
0.376
B3
B3
B4
CL
SM
CL
84.2
24.3
64.7
15.4
66.0
35.3
8.5
SOIL DESCRIPTION
4 - 5
24 - 25.5
2 - 3
#4
#10
#20
#40
#60
#100
#200
BORING ID DEPTH % COBBLES % GRAVEL % SAND % SILT % FINES % CLAY USCS
SieveFiner %SieveFiner %
coarsemediumfine fine coarse
LEAN CLAY with SAND (CL)
LEAN CLAY with SAND (CL)
D10 SILTY SAND with GRAVEL (SM)
% Finer
COEFFICIENTS
REMARKS
CU
CC
Sieve
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#200
97.32
92.92
78.62
61.49
49.69
41.34
36.68
29.48
17.25
99.09
96.43
94.64
91.88
90.13
87.77
78.81
#4
#10
#20
#40
#60
#100
#200
99.13
98.72
96.38
94.69
93.21
91.58
87.85
73.5
D60
D30
GRAVEL SAND SILT OR CLAY
COBBLES
0.156
GRAIN SIZE
1.795
B1
B2
B2
CL
CL
SM
73.5
78.8
17.3
25.2
20.3
61.4
0.4
18.7
SOIL DESCRIPTION
2 - 3
4 - 5
14 - 15.5
3/8"
#4
#10
#20
#40
#60
#100
#200
BORING ID DEPTH % COBBLES % GRAVEL % SAND % SILT % FINES % CLAY USCS
SieveFiner %SieveFiner %
SM
CL
SM
CL
LEAN CLAY with SAND
LEAN CLAY with SAND
SILTY SAND with GRAVEL
LEAN CLAY with SAND
SILTY SAND
SANDY LEAN CLAY
Boring ID Depth LL PL PI Fines USCS Description
B1
B2
B2
B3
B3
B4
2 - 3
4 - 5
14 - 15.5
4 - 5
24 - 25.5
2 - 3
74
79
17
84
24
65
CL-ML
Wichita, KS
Driller: Drilling Engineers, Inc.
Boring Completed: 03-04-2019
PROJECT: Woodspring Suites Hotel
Elevations were measured in the field using an
engineer's level and grade rod.
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
847 SE Frontage Road
Fort Collins, CO
SITE:
Boring Started: 03-04-2019
9 feet while drilling
9 feet at completion of drilling
Borehole caved in
WATER LEVEL OBSERVATIONS
1
2
3
SAMPLE TYPE
Approximate Surface Elev.: 4924.5 (Ft.) +/-
Page 1 of 1
Advancement Method:
4-inch soild stem
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr, Ste C
Fort Collins, CO
Notes:
Project No.: 20185153
Drill Rig: CME 75
BORING LOG NO. B4
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
Driller: Drilling Engineers, Inc.
Boring Completed: 03-04-2019
PROJECT: Woodspring Suites Hotel
Elevations were measured in the field using an
engineer's level and grade rod.
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
847 SE Frontage Road
Fort Collins, CO
SITE:
Boring Started: 03-04-2019
10 feet while drilling
10 feet at completion of drilling
9.2 feet 3 days after drilling
WATER LEVEL OBSERVATIONS
1
2
3
SAMPLE TYPE
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
LOCATION
Latitude: 40.5786° Longitude: -104.9999°
See Exploration Plan
GRAPHIC LOG
MODEL LAYER
DEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4924.1 (Ft.) +/-
Page 1 of 1
Advancement Method:
4-inch soild stem
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr, Ste C
Fort Collins, CO
Notes:
Project No.: 20185153
Drill Rig: CME 75
BORING LOG NO. B3
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
Driller: Drilling Engineers, Inc.
Boring Completed: 03-04-2019
PROJECT: Woodspring Suites Hotel
Elevations were measured in the field using an
engineer's level and grade rod.
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
847 SE Frontage Road
Fort Collins, CO
SITE:
Boring Started: 03-04-2019
10.5 feet while drilling
10 feet at completion of drilling
9.0 feet 3 days after drilling
WATER LEVEL OBSERVATIONS
1
2
3
2
3
SAMPLE TYPE
Approximate Surface Elev.: 4923.7 (Ft.) +/-
Page 1 of 1
Advancement Method:
4-inch soild stem
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr, Ste C
Fort Collins, CO
Notes:
Project No.: 20185153
Drill Rig: CME 75
BORING LOG NO. B2
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
Driller: Drilling Engineers, Inc.
Boring Completed: 03-04-2019
PROJECT: Woodspring Suites Hotel
Elevations were measured in the field using an
engineer's level and grade rod.
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
847 SE Frontage Road
Fort Collins, CO
SITE:
Boring Started: 03-04-2019
10 feet while drilling
9.5 feet at completion of drilling
Borehole caved in
WATER LEVEL OBSERVATIONS
1
2
3
SAMPLE TYPE
CLIENT: Tallgrass Hospitality LLC
Wichita, KS
Driller: Drilling Engineers, Inc.
Boring Completed: 03-04-2019
PROJECT: Woodspring Suites Hotel
Elevations were measured in the field using an
engineer's level and grade rod.
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
847 SE Frontage Road
Fort Collins, CO
SITE:
Boring Started: 03-04-2019
10.5 feet while drilling
10.5 feet at completion of drilling
Borehole caved in
WATER LEVEL OBSERVATIONS
1
2
3
SAMPLE TYPE
9
20.5
B2
1
2
3
2
3
10.10 5
9
0.3
10
15.5
19
30.5
B3
1
2
3
10
9.2
0.3
9
20.5
B4
1
2
3
99
0.3
9
10.5
B5
to avoid wetting foundation/slab soils and pavement subgrade. Excessive wetting of
foundations/slab soils and subgrade can cause movement and distress to foundations,
floor slabs, concrete flatwork and pavements.