HomeMy WebLinkAboutLAKEVIEW ON THE RISE, AFFORDABLE HOUSING - PDP - PDP170014 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTPedcor Fort Collins
South of the intersection of North College Avenue and Trilby Road
Fort Collins, Colorado
January 12, 2017
Terracon Project No. 20165101
Prepared for:
Pedcor Investments, LLC
Carmel, Indiana
January 12, 2017
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
REPORT TOPICS*
PROJECT DESCRIPTION
SITE CONDITIONS
EXPLORATION AND TESTING PROCEDURES
Field Exploration
Laboratory Testing
GEOTECHNICAL MODEL
Laboratory Testing
Corrosion Protection (Water-Soluble Sulfates)
Groundwater
SEISMIC CONSIDERATIONS
GEOTECHNICAL OVERVIEW
Expansive Soils and Bedrock
Shallow Bedrock
Foundation Recommendations
SITE PREPARATION
Demolition
Ground Modification
Excavation
Subgrade preparation
Fill Materials
Compaction Requirements
Utility Trench and Backfill
Grading and Drainage
Exterior Slab Design and Construction
SHALLOW FOUNDATIONS
Post-Tensioned Slabs Design Recommendations
Post Tensioned Slabs Construction Considerations
Spread Footings Design Recommendations
Spread Footings Construction Considerations
FLOOR SYSTEMS
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Floor Systems Design Recommendations
Floor Systems Construction Considerations
BELOW GRADE STRUCTURES
Design Parameters
Swimming Pool Recommendations
Elevator Pit
Elevator Pit Design Recommendations
PAVEMENTS
Pavements Subgrade Preparation
Pavements Design Recommendations
Pavements Construction Considerations
Pavements Maintenance
GENERAL COMMENTS
ATTACHMENTS
SITE LOCATION MAP
EXPLORATION PLAN
EXPLORATION RESULTS (Boring Logs and Laboratory Data)
PHOTOGRAPHY LOG
SUPPORTING INFORMATION (General Notes and USCS, etc.)
*This is a paper rendition of a web-based Geotechnical Engineering Report.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
A geotechnical exploration has been performed for the proposed Pedcor Fort Collins project to be
constructed south of the intersection of North College Avenue and Trilby Road in Fort Collins,
Colorado. Eighteen (18) borings designated as Boring No. B-01 through Boring No. B-18 were
performed to depths of approximately 20½ feet to 25½ feet below existing site grades in the
approximate locations of the proposed buildings. Seven (7) borings designated as Boring No. P-
01 through Boring No. P-07 were performed to depths of approximately 10½ feet below existing
site grades in proposed parking areas and drive lanes. Three (3) borings designated as Boring
No. R-01 through Boring No. R-03 were performed to depths of approximately 20½ feet below
existing site grades in the location of the proposed retention pond and had temporary piezometers
installed. This report specifically addresses the recommendations for the proposed Pedcor project,
including buildings, access drives and parking areas, a clubhouse, pool and other site improvements.
Detailed recommendations for the design of storm water retention features and the pond are outside
our scope of work. Borings performed in these areas are for informational purposes and will be
utilized by others.
Based on the information obtained from our subsurface exploration, the site can be developed for
the proposed project. However, the following geotechnical considerations were identified and will
need to be considered:
Subsurface conditions encountered in our borings generally consisted of about 9 to 20 feet
of lean clay with varying amounts of sand over claystone bedrock which extended to
maximums depths of explorations. The upper ½ to 4½ feet of the bedrock was judged to
highly weathered.
Groundwater was encountered in most of our test borings at depths of about 6.6 to 20.4 feet
below existing site grades 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.
Areas of shallow bedrock were encountered in some of the borings at depths ranging from 9
to 20 feet below existing site grades. Deep utility excavations that extend into the bedrock
may require heavy-duty equipment to complete excavations.
Laboratory testing results indicated that expansive soils and bedrock are present on this site.
In particular, swell testing indicated the upper 2 to 4 feet of lean clay soils on the northern
portion of the site were moderately to highly expansive. This report provides
recommendations to help mitigate the effects of soil shrinkage and expansion. It is imperative
the recommendations described in the Ground Modification and Grading and Drainage
sections of this report be followed to reduce the risk of movement.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
We recommend the proposed buildings be constructed on a post-tensioned slab
foundation system provided the soils are over-excavated to a depth of at least 3 feet below
the bottom of the slab and replaced with moisture conditioned, compacted engineered fill
consisting of on-site soils. As a slightly higher risk alternative, a spread footing foundation
system can be used.
If a post-tensioned slab foundation is used to support the buildings, the foundation slab will
also act as a floor slab. If a spread footing foundation system is used, a slab-on-grade may
be utilized for the interior floor system, provided the native clay soils are over-excavated to a
depth of at least 3 feet below the floor slab, moisture conditioned and recompacted. Where
site grading will result in at least 6 feet of fill below the proposed building, over-excavation
will not be necessary below that particular building.
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 this report be followed to reduce potential
movement.
The 2012/2015 International Building Code, Table 1613.5.2 IBC seismic site classification for
this site is D.
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 6 inches
of aggregate base course in heavy-duty drive lanes and loading areas. Additional pavement
section alternatives and discussion as well as recommendations for ground modification
below pavements are presented in the 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 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.
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.
This summary should be used in conjunction with the entire report for design purposes. It should
be recognized that 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. The section
titled GENERAL COMMENTS should be read for an understanding of the report limitations.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Our initial understanding of the project was provided in our proposal and was discussed in the
project planning stage.
Item Description
Project location
The site is located southeast of the intersection of North College Avenue
(Highway 287) and East Trilby Road in Fort Collins, Colorado. The approximate
center of the project site is 40.49043°N/105.07562°W.
Proposed
construction
We understand the project will include multiple, multi-family housing buildings,
a clubhouse, pool, access drives and parking areas, and a retention pond.
Maximum loads
Columns: 75 to 100 kips maximum (assumed)
Walls: 2 to 3 kips per linear maximum (assumed)
Slabs: 100 pounds per square foot maximum (assumed
Grading
A tentative grading plan was provided to us indicating cuts up to 3 feet and fill
up 13 feet in some areas. Deeper cuts may be required for the swimming pool,
deeper utility installation and elevator pits (if included).
Below-grade
construction
No below-grade areas are planned for the proposed buildings. However, we
anticipated the exterior swimming pool will likely extend up to about 10 feet
below site grades.
Pavements
Based on our experience with similar projects, we estimate the follow traffic
conditions:
1,450 passenger vehicle trips per day
6 bus trips per day
1 garbage truck trip per day
4 delivery truck trips per day
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
The following description of site conditions is derived from our site visit in association with the
field exploration as well as our review of publically available geologic maps, topographic maps
and aerial photographs.
We also collected photographs of the site at the time of our field exploration program.
Representative photos are provided in our Photography Log.
Item Description
Parcel information
The site is located southeast of the intersection of North College Avenue
(Highway 287) and East Trilby Road in Fort Collins, Colorado. The
approximate center of the project site is N40.49043°/W105.07562°.
See Site Location
Existing
improvements
The site is currently abandoned farmland that appears to still be mowed on
a semi-regular basis. An abandoned single-story bakery structure is located
on the west site of the site and an irrigation ditch runs across approximately
¾ of the north side of the site. The site is bordered by North College Avenue
to the west, followed by single-family residences and commercial
developments. To the north and east of the site are single-family residences,
undeveloped land and irrigated farmland. To the south of the site is Robert
Benson Lake.
Current ground cover The site is covered with mowed native grasses and weeds
Existing topography The site has rolling hills, slopping gradually downward to the south of the site.
Water features The site has an abandoned irrigation ditch on the north side, a small stream
runs around the northeast corner and Robert Benson Lake to the south.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Based on our experience and our understanding of the project as noted in Project
Understanding, we developed the following scope of services for field exploration and laboratory
testing for this project.
Our field exploration work included the drilling and sampling of exploratory soil borings consistent
with the following schedule. Eighteen (18) borings designated as Boring No. B-01 through Boring
No. B-18 were performed to depths of approximately 20½ feet to 25½ feet below existing site
grades in the approximate locations of the proposed buildings. Seven (7) borings designated as
Boring No. P-01 through Boring No. P-07 were performed to depths of approximately 10½ feet
below existing site grades in proposed parking areas and drive lanes. Three (3) borings
designated as Boring No. R-01 through Boring No. R-03 were performed to depths of
approximately 20½ feet below existing site grades in the location of the proposed retention pond
and had temporary piezometers installed. Proposed borings were completed to the planned
depths below existing site grades or to practical auger refusal, if shallower.
Number of Borings Boring Depth (ft.) Planned Location
18 20 to 25 Buildings
7 10 Pavements
3 20 Retention Pond
Locations of soil borings are provided on our Exploration Plan. The locations of exploration
points were established in the field by Terr a hand-held GPS unit to
establish boring locations. The accuracy of the exploration points is usually within about 10 feet of
the noted location. A ground surface elevation at each boring was obtained by Terracon using an
referencing an on-site benchmark, the benchmark elevation was determined
by using topographic maps, accurate to within about a foot.
The borings were drilled with a CME-55 truck-mounted rotary drill rig with solid-stem augers.
Disturbed samples were obtained at selected intervals utilizing a 2-inch outside diameter, split-
spoon sampler and a 3-inch outside diameter, ring-barrel sampler. Disturbed bulk samples were
obtained from auger cuttings from the top 5 feet of the pavement borings. Penetration resistance
values were recorded in a manner similar to the standard penetration test (SPT). This test consists
of driving the sampler into the ground with a 140-pound hammer free-falling through a distance
of 30 inches. The number of blows required to advance the ring-barrel sampler 12 inches (18
inches for standard split-spoon samplers, final 12 inches are recorded) or the interval indicated,
is recorded as a standard penetration resistance value (N-value). The blow count values are
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
indicated on the boring logs at the respective sample depths. Ring-barrel sample blow counts are
not considered N-values.
A CME automatic SPT hammer was used to advance the samplers in the borings performed on this
site. A greater efficiency is typically achieved with the automatic hammer compared to the
conventional safety hammer operated with a cathead and rope. Published correlations between the
SPT values and soil properties are based on the lower efficiency cathead and rope method. This
higher efficiency affects the standard penetration resistance blow count value by increasing the
penetration per hammer blow over what would be obtained using the cathead and rope method. The
effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of
the subsurface information for this report.
The standard penetration test provides a reasonable indication of the in-place density of sandy
type materials, but only provides an indication of the relative stiffness of cohesive materials since
the blow count in these soils may be affected by the moisture content of the soil. In addition,
considerable care should be exercised in interpreting the N-values in gravelly soils, particularly
where the size of the gravel particle exceeds the inside diameter of the sampler.
Our exploration team prepared field boring logs as part of the drilling operations. These field logs
include visual classifications of the materials encountered during drilling and our interpretation of
the subsurface conditions between samples. Groundwater measurements were obtained in the
borings at the time of site exploration and several days after drilling. Final boring logs were
prepared from the field logs. The final boring logs represent the engineer's interpretation of the
field logs and include modifications based on observations and tests of the samples in the
laboratory.
The three retention pond borings had temporary piezometers installed into the boreholes in order
to facilitate delayed groundwater measurements. The temporary piezometers consisted of slotted
PVC pipe inserted into the borehole and covered with a steal plate. Temporary piezometers were
checked several days after the completion of drilling for delayed groundwater measurements. Upon
completion of delayed water-level readings, the PVC piping was removed and the boreholes were
backfilled with auger cuttings. In some boreholes, the PVC piping could not be removed and
instances the PVC pipe was left in the boreholes and the boreholes were backfilled with auger
cuttings around the PVC pipe.
All borings were backfilled immediately after groundwater measurements were obtained with
auger cuttings. Excess auger cuttings were disposed of on the site by spreading in the area of
each exploration point. Because backfill material often settles below the surface after a period of
time, you should observe the exploration points periodically for signs of depressions and backfill
them if necessary.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
The soil and bedrock samples retrieved during the field exploration were returned to the laboratory
for observation by the project geotechnical engineer. At that time, the field descriptions were
reviewed and an applicable laboratory testing program was formulated to determine engineering
properties of the subsurface materials.
Laboratory tests were conducted on selected soil and bedrock samples. The results of these
tests are presented on the boring logs and in this appendix. The test results were used for the
geotechnical engineering analyses, and the development of foundation and earthwork
recommendations. The laboratory tests were performed in general accordance with applicable
locally accepted standards. Soil samples were classified in general accordance with the Unified
Soil Classification System described Supporting Information. Procedural standards noted in this
report are for reference to methodology in general. In some cases, variations to methods are
applied as a result of local practice or professional judgment.
Water content Plasticity index
Grain-size distribution
Consolidation/swell
Unconfined Compressive Strength
Dry density
R-value
Water-soluble sulfate content
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable 1
Specific conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in soil
types; in situ, the transition between materials may be gradual. Details for each of the borings can
be found in Exploration Results. A discussion of field sampling and laboratory testing procedures
and test results are presented in Exploration and Testing Procedures. Based on the results of
the borings, subsurface conditions on the project site can be generalized as follows:
Material Description Approximate Depth to
Bottom of Stratum Consistency/Density/Hardness
Lean clay with varying amounts of
sand
About 9 to 20 feet below
existing site grades. Soft to very stiff
Claystone bedrock To the maximum depth of
exploration of about 25½ feet. Weathered to very hard.
Representative soil samples were selected for swell-consolidation testing and exhibited 0.8
percent compression to 6.1 percent swell when wetted. Four samples of clay soils exhibited
unconfined compressive strengths of approximately 1,541 to 2,979 pounds per square foot (psf).
Samples of site soils and bedrock selected for plasticity testing exhibited moderate to high
plasticity with liquid limits ranging from 25 to 69 and plasticity indices ranging from 7 to 28.
Laboratory test results are presented in the Exploration Results section of this report.
Results of water-soluble sulfate testing indicate that ASTM Type I or II can be used throughout
most areas of the site, with the notable exception of Boring No. R3, which Type V, or modified
Type II portland cement should be specified for all project concrete on and below grade. As an
alternative, ACI allows the use of cement that conforms to ASTM C150 Type II requirements, if it
meets the Type V performance requirements (ASTM C452) of ASTM C150 Table 4. Foundation
concrete should be designed for low sulfate exposure in most areas; concrete in the vicinity of
Boring No. R3 should be designed for severe sulfate exposure in accordance with the provisions
of the ACI Design Manual, Section 318, Chapter 4.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable 2
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
5 days after drilling, ft.
Elevation of
groundwater 5 days
after drilling, ft.
B-01 Not encountered 11.6 5020.4
B-02 Not encountered 11.1 5017.9
B-03 10.5 10.2 5017.8
B-04 13.0 13.7 5011.3
B-05 9.0 13.0 5009.0
B-06 Not encountered 13.6 5015.4
B-07 Not encountered 20.4 5004.6
B-08 Not encountered 13.3 5008.7
B-09 Not encountered Not encountered Not encountered
B-10 Not encountered 13.7 5005.3
B-11 Not encountered 22.8 5002.2
B-12 Not encountered Not encountered Not encountered
B-13 Not encountered Not encountered Not encountered
B-14 Not encountered 13.8 5009.2
B-15 17.0 12.8 5003.2
B-16 Not encountered 10.1 5003.9
B-17 Not encountered Not encountered Not encountered
B-18 18.0 11.9 5004.1
R-01 11.0 8.7 4999.3
R-02 Not encountered 9.6 4997.4
R-03 Not encountered 6.6 5003.4
Groundwater level fluctuations occur due to seasonal variations, amount of rainfall, runoff, water
levels in nearby water features, such as the Robert Benson Lake 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 structures 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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Code Used Site Classification
2012/2015 International Building Code (IBC) 1 D 2
1. In general accordance with the 2012/2015 International Building Code, Table 1613.5.2.
2. The 2012/2015 International Building Code (IBC) requires a site soil profile determination extending
a depth of 100 feet for seismic site classification. The current scope requested does not include
the required 100 foot soil profile determination. The borings completed for this project extended to
a maximum depth of about 25½ feet and this seismic site class definition considers that similar soil
and bedrock conditions exist below the maximum depth of the subsurface exploration. Additional
exploration to deeper depths could be performed to confirm the conditions below the current depth of
exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a
more favorable seismic site class. However, we believe a higher seismic site class for this site is
unlikely.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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. We have identified
several geotechnical conditions that could impact design, construction and performance of the
proposed structures, pavements, and other site improvements. These included areas of
moderate to highly expansive soils and to a lesser degree shallow bedrock. These conditions will
require particular attention in Project Planning, design and during construction and discussed in
greater detail in the following sections.
Laboratory test results indicate that expansive soils and bedrock 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 should be anticipated.
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
and/or claystone bedrock. 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 and Ground Modification of this report be followed
to reduce movement.
As previously stated, bedrock was measured at depths ranging from about 9 to 20 feet below
existing site grades. Although we do not anticipate bedrock significantly impacting the proposed
construction bedrock could be encountered during on-site excavations for deep utility
excavations. If foundation excavations penetrate bedrock, some heavy-duty equipment may be
required to penetrate the bedrock. Additionally, foundations should not be partially constructed
on bedrock or differential movement could occur. If bedrock is encountered at the bottom of a
portion of a foundation excavation, such that a portion of the foundation is supported by bedrock
and a portion of the foundation is supported by on-site soils, we recommend removing at least 3
feet of the bedrock material and replacing it with moisture-conditioned compacted fill.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
We recommend the proposed buildings be constructed on a post-tensioned slab foundation
system provided the soils are over-excavated to a depth of at least 3 feet below the bottom of the
slab and replaced with moisture conditioned, compacted engineered fill consisting of on-site soils.
As a slightly higher risk alternative, a spread footing foundation system can be used. Design
recommendations for foundations for the proposed structures and related structural elements are
presented in the following paragraphs.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Prior to placing any fill, strip and remove existing vegetation 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.
The following presents recommendations for site demolition (if needed), excavation, ground
modification, subgrade preparation and placement of engineered fills on the project. All earthwork
on the project should be observed and evaluated by Terracon on a full-time basis. The evaluation
of earthwork should include observation of over-excavation operations, testing of engineered fills,
subgrade preparation, subgrade stabilization, and other geotechnical conditions exposed during
the construction of the project.
Demolition of the existing on-site building should include complete removal of all foundation
systems, below-grade structural elements, pavements, and exterior flat work within the proposed
construction area. This should include removal of any utilities to be abandoned along with any loose
utility trench backfill or loose backfill found adjacent to existing foundations. All materials derived
from the demolition of existing structures and pavements should be removed from the site. The
types of foundation systems supporting the existing building are not known; however, we anticipate
based on the building type that it is constructed on a shallow foundation.
Consideration could be given to re-using the asphalt and concrete provided the materials are
processed and uniformly blended with the on-site soils. Asphalt and/or concrete materials should
be processed to a maximum size of 2-inches and blended at a ratio of 30 percent asphalt/concrete
to 70 percent of on-site soils.
As previously stated, we encountered expansive soils and bedrock on this site. In particular, swell
testing indicated the upper 2 to 4 feet of lean clay soils on the northern portion of the site were
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
moderately to highly expansive. Without ground modification, we calculated potential ground
heave as high as 2 to 3 inches. Therefore, we recommend ground modification below post-
tensioned slab foundations, conventional slabs-on-grade (if spread footing foundations are
selected), and pavements. Where less than 6 feet of fill is planned beneath proposed buildings,
we recommend over-excavating the soils below post-tensioned slab foundations and
conventional slabs-on-grade to a depth of at least 3 feet and replacing with properly moisture
conditioned, compacted engineered fill consisting of on-site soils. For post-tensioned slab
foundations, the over-excavation should be performed below the mass slab portion of the
foundation and does not need to extend below the grade beams or other thickened
sections. Expansive soils may also impact pavements on this site. We also recommend over-
excavating to a depth of at least 18 inches below proposed pavements where site grading will not
include fills to enhance performance and reduce risk for pavement distress caused by expansive
soils. As a much lower risk alternative, we believe the subgrade soils below the proposed
pavements could be chemically treated with fly ash.
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
Excavation penetrating the bedrock (if any) or cemented soils may require the use of specialized
heavy-duty equipment, together with ripping or jack-hammering drilling and blasting to advance the
excavation and facilitate rock break-up and removal. Consideration should be given to obtaining a
unit price for difficult excavation in the contract documents for the project.
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 was not observed during the site reconnaissance, such features could be
encountered during construction. If unexpected fills or additional underground facilities not
associated with the existing on-site building 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 proposed buildings 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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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.
The subgrade soil conditions should be evaluated during the excavation process and the stability
of the soils determined at
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
The top 8 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 or at the base of the recommended over-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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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 trac
until a stable working surface is attained. Lightweight excavation equipment may also be used to
reduce subgrade pumping.
The on-site soils or approved granular and low plasticity cohesive imported materials may be used
as fill material. The soil removed from this site that is free of organic or objectionable materials,
as defined by a field technician who is qualified in soil material identification and compaction
procedures, can be re-used as fill for the building pad and pavement subgrade. It should be noted
that on-site soils will require reworking to adjust the moisture content to meet the compaction
criteria.
Imported soils (if required) should meet the following material property requirements:
Gradation Percent finer by weight (ASTM C136)
100
70-100
No. 4 Sieve 50-100
No. 200 Sieve 15-50
Soil Properties Values
Liquid Limit 35 (max.)
Plastic Limit 6 (max.)
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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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
Fills 8 feet: 95 percent of the maximum dry unit weight as
determined by ASTM D698
Fills > 8 feet: 98 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 undesirable movement.
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
.
ptimum
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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.
All grades must be adjusted to provide effective drainage away from the proposed buildings 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 structures (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 10 feet
beyond the perimeter of the proposed buildings, where possible. The use of swales, chases
and/or area drains may be required to facilitate drainage in unpaved areas around the perimeter
of the buildings. 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 proposed buildings 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
structures, care should be taken that joints are properly sealed and maintained to prevent the
infiltration of surface water.
Planters located adjacent to structures 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 not be used near the building. Roof drains should
discharge on to pavements or be extended away from the structures 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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Based on the subsurface conditions encountered at this site, we believe post-tensioned slabs can
be used for support of the structures provided some foundation movement can be tolerated and:
The post-tensioned slab foundations are properly designed and constructed.
Approved materials supporting the foundation are properly placed and compacted.
Proper surface drainage is maintained throughout the life of the structures.
Prudent landscaping measures are used.
Expansive soils and bedrock are present on this site. Discussion regarding ground modification
below proposed foundations are presented in the Ground Modification section of this report. In
our opinion, total foundation movements on the order of about 1 inch after ground modification
should be expected. Provided foundations are properly designed, foundation movements could
result in periodic, and possibly seasonal, cosmetic distress to drywall, window frames, door
frames and other features. We would anticipate that the frequency of distress and amount of
movement would generally diminish with time provided proper drainage is established and/or
maintained.
Based on the subsurface conditions, post-tensioned slabs should be designed using criteria
outlined by the Post-Tensioning Institute1 based on the following:
Post-tensioned Slab Design Parameters
PTI, Third Edition
2006 IBC/IRC
Edge Moisture Variation Distance, em
(feet)
Center Lift Condition 9
Edge Lift Condition 5
Differential Soil Movement, ym (inches)
Center Lift Condition 2.0
Edge Lift Condition 1.5
Description Recommendations
Over excavation depth 3 feet
Lateral over excavation extent At least 5 feet beyond the
building footprints
Maximum allowable bearing pressure (psf) 2,000
1 (2004, Third Edition), Design (and Construction) of Post-Tensioned Slabs-on-Ground, Post-Tensioning
Institute.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Description Recommendations
Slab-subgrade friction coefficient, µ
On polyethylene sheeting 0.75
On cohesionless soils 1.00
On cohesive soils 2.00
The maximum allowable net bearing pressure may be increased by 1/3 for transient wind or
seismic loading.
It should be noted that ym is the estimated vertical movement at the edges of a uniformly loaded
slab. These are theoretical values that are used in the design of post-tensioned slabs and do not
represent the movements that would be expected from the actual loading conditions. As
previously discussed, the use of post-tensioned slabs assumes that some potential movement is
considered acceptable.
Post-tensioned slabs, thickened or turndown edges and/or interior beams should be designed
and constructed in accordance with the requirements of the PTI and the American Concrete
Institute (ACI).
As previously discussed, foundations should be protected from frost heave by burial or using
insulation. If traditional post-tensioned slab foundations are selected, exterior slab edges should
be placed a minimum of 30 inches below finished grade for frost protection. Finished grade is the
lowest adjacent grade for perimeter beams.
If portions of the building floor slab will be unheated, such as patios and entryways, consideration
should be given to structurally separating these areas of the slab from the remaining interior
portion of the slab. Exterior slab areas may be cantilevered portions of the slab which are subject
to uplift from frost heave and swelling of the expansive soils, sometimes beyond those used for
design, due to over watering of adjacent to landscaped areas. Such movement in the exterior
slabs can result in change in slab grade to the point where negative grade results and water ponds
adjacent to the interior areas of the slab. Repairs of such conditions are difficult and costly,
particularly if the floor slabs are post-tensioned slabs.
Exterior slabs in unheated areas are subject to frost heave beneath the slab. Therefore, in design
of the exterior slabs, potential movement from frost heave should be considered in the design.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
It should be noted that the presences of 1 to 2-foot steps within long spans of post-tensioned
slabs could create a situation where the slabs at different elevations perform independently of
one another unless the steps are properly reinforced and designed to tie the slabs together to act
as one rigid structure. We strongly recommend that joints be designed within the full height of
the structure of the building over each step in order to help the structure be capable of
withstanding movements on the order of 1 inch.
The estimated movement should also be considered as the potential amount of tilting of the
structure, which could be caused by non-uniform, significant wetting of the subsurface materials
below the post-tensioned slab, resulting in potential movement. Failure to maintain soil water
content below the slab and to maintain proper drainage around the structure will nullify the
movement estimates provided above.
As a slightly higher risk alternative to a post-tensioned slab foundation, a spread footing
foundation system can be used for support of the proposed buildings.
Description Values
Bearing material
Properly prepared on-site soil (lean clay), or
new, properly placed engineered fill (granular
soil).
Maximum allowable bearing pressure1 2,500 psf
Lateral earth pressure coefficients2
Lean clay:
Active, Ka = 0.33
Passive, Kp = 3.0
At-rest, Ko = 0.50
Granular soil:
Active, Ka = 0.27
Passive, Kp = 3.69
At-rest, Ko = 0.43
Sliding coefficients2
Lean clay:
µ = 0.46
Granular soil:
µ = 0.56
Moist soil unit weight
Lean clay:
= 105 pcf
Granular soil:
= 130 pcf
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Description Values
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 allowable bearing pressure assumes any unsuitable fill or soft 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.
4. The estimated movements presented above are based on the assumption that the maximum
footing size is 6 feet for column footings and 3 feet for continuous footings.
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 the Ground Modification section of this
report is not followed or 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 this report will nullify the movement estimates provided above.
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 Site Preparation 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 surfaces (if encountered) 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,
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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
If a post-tensioned slab foundation is used to support the buildings, the foundation slab will also
act as a floor slab. If a spread footing foundation system is used, a slab-on-grade may be utilized
for the interior floor system for the proposed buildings, provided the native clay soils are over-
excavated to a depth of at least 3 feet below the floor slab, moisture conditioned and recompacted.
Where site grading will result in at least 6 feet of fill below the proposed building, over-excavation will
not be necessary below that particular building. If the estimated movement cannot be tolerated, a
structurally-supported floor system, supported independent of the subgrade materials, is
recommended.
Subgrade soils beneath interior and exterior slabs and at the base of the over-excavation should
be scarified to a depth of at least 8 inches, moisture conditioned and compacted. The moisture
content and compaction of subgrade soils should be maintained until slab construction.
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/or prepared as presented in the Site Preparation section of this report.
For structural design of concrete slabs-on-grade subjected to point loadings, a modulus of
subgrade reaction of 100 pounds per cubic inch (pci) may be used for floors supported on re-
compacted existing soils at the site.
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.
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 Site Preparation section of this report.
Floor slabs should not be constructed on frozen subgrade.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
A minimum 1½-inch void space should be constructed above or below non-bearing
partition walls placed on the floor slab. Special framing details should be provided at
doorjambs and frames within partition walls to avoid potential distortion. Partition walls
should be isolated from suspended ceilings.
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.
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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
BELOW-GRADE STRUCTURES
Below-grade structures or reinforced concrete walls with unbalanced backfill levels on opposite
sides should be designed for earth pressures at least equal to those indicated in the following
table. Earth pressures will be influenced by structural design of the walls, conditions of wall
restraint, methods of construction and/or compaction and the strength of the materials being
restrained. Two wall restraint conditions are shown. Active earth pressure is commonly used for
design of free-standing cantilever retaining walls and assumes wall movement. The "at-rest"
condition assumes no wall movement. The recommended design lateral earth pressures do not
include a factor of safety and do not provide for possible hydrostatic pressure on the walls.
Earth Pressure Coefficients
Earth Pressure
Conditions
Coefficient for
Backfill Type
Equivalent
Fluid Density
(pcf)
Surcharge
Pressure, p1 (psf)
Earth Pressure,
p2 (psf)
Active (Ka) Lean Clay - 0.33
Granular Fill 0.27
40
32
(0.33)S
(0.27)S
(40)H
(32)H
At-Rest (Ko) Lean Clay - 0.50
Granular Fill 0.43
60
52
(0.50)S
(0.43)S
(60)H
(52)H
Passive (Kp) Lean Clay 3.0
Granular Fill 3.69
360
443
---
---
---
---
Applicable conditions to the above include:
For active earth pressure, wall must rotate about base, with top lateral movements of about
0.002 H to 0.004 H, where H is wall height
For passive earth pressure to develop, wall must move horizontally to mobilize resistance
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Uniform surcharge, where S is surcharge pressure
In-situ soil backfill weight a maximum of 120 pcf
Horizontal backfill, compacted between 95 and 98 percent of standard Proctor maximum dry
density
Loading from heavy compaction equipment not included
No hydrostatic pressures acting on wall
No dynamic loading
No safety factor included
Ignore passive pressure in frost zone
Backfill placed against structures should consist of granular soils or low plasticity cohesive soils.
For the granular values to be valid, the granular backfill must extend out and up from the base of
the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases,
respectively. To calculate the resistance to sliding, a value of 0.32 should be used as the ultimate
coefficient of friction between the footing and the underlying soil.
A perforated rigid plastic or metal drain line installed behind the base of walls that extend below
adjacent grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain
line around a below-grade building area or exterior retaining wall should be placed near
foundation bearing level. The drain line should be sloped to provide positive gravity drainage or
to a sump pit and pump. The drain line should be surrounded by clean, free-draining granular
material having less than 5 percent passing the No. 200 sieve. The free-draining aggregate
should be encapsulated in a filter fabric. The granular fill should extend to within 2 feet of final
grade, where it should be capped with compacted cohesive fill to reduce infiltration of surface
water into the drain system.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
As an alternative to free-draining granular fill, a pre-fabricated drainage structure may be used.
A pre-fabricated drainage structure is a plastic drainage core or mesh which is covered with filter
fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill.
To control hydrostatic pressure behind the wall we recommend that a drain be installed at the
foundation wall with a collection pipe leading to a reliable discharge. If this is not possible, then
combined hydrostatic and lateral earth pressures should be calculated for lean clay backfill using
an equivalent fluid weighing 90 and 100 pcf for active and at-rest conditions, respectively. For
granular backfill, an equivalent fluid weighing 85 and 90 pcf should be used for active and at-rest,
respectively. These pressures do not include the influence of surcharge, equipment or floor
loading, which should be added. Heavy equipment should not operate within a distance closer
than the exposed height of retaining walls to prevent lateral pressures more than those provided.
We understand a swimming pool is conceptually planned near the clubhouse in the southern
portion of the project site. The construction and performance of the pool may be affected by the
presence of groundwater encountered at depths ranging from approximately 10 to 14 feet below
existing site grades near the central portion of the site. Construction and/or permanent dewatering
may be required for swimming pool construction and service. Excavation of the pool area by
conventional rubber-tired equipment may encounter soft or very loose soils and/or severe
pumping when nearing groundwater level. It may be necessary to excavate the deep portion of
the pool with a backhoe or power shovel.
If the excavation extends into the groundwater, a one-piece fiberglass or similar pool should be
installed. As a precaution, pressure relief valves should be placed in the deep end of any pool
constructed to prevent flotation should groundwater rise when the pool is empty. We recommend
coordination with a qualified swimming pool specialty contractor to discuss alternatives to address
the effects of shallow groundwater on the proposed swimming pool.
A drainage system should be provided around and beneath the pool. The drain should consist of
a minimum 6-inch layer of clean gravel (minimum 3/4-inch size) beneath and along the sides of
the pool. The top of the drain layer should be sealed with 18 inches of relatively impermeable soil
at the surface. The gravel layer beneath the pool should be sloped so that it will drain into tiles
or perforated drainpipe. The layout of the perforated pipe should include at least one pipe running
down the center of the pool lengthwise. Cross-connecting pipes, spanning with the pool, should
be placed at 6-foot centers. The cross-connecting pipes should be joined to the center pipe with
enter pipes should be sloped to a positive gravity outlet
or sloped to a sump located in the equipment room, permitting pump discharge.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
The bottom of the excavation beneath the gravel layer and the pipe should be lined with an
impervious membrane (polyethylene film or equal) to reduce potential moisture fluctuations in the
subgrade soils. Pressure relief valves should be provided in the base of the pool to prevent
excessive uplift pressures from developing in the event of drain system failure.
The soils that will support deck slabs around the pool could expand with increasing moisture
content. To reduce possible damage that could be caused by expansive soils, we recommend:
Deck slabs be supported on fill with no, or very low, expansion potential;
Strict moisture-density control during placement of subgrade fill;
Placement of effective control joints on relatively close centers and isolation joints between
slabs and other structural elements;
Provision for adequate drainage in areas adjoining the slabs; and
Use of designs which allow vertical movement between the deck slabs and adjoining
structural elements.
Fill, backfill, and surface drainage in the pool area should be place in accordance with the
recommendations presented in the Site Preparation section of this report. Grading should be
provided for diversion of deck surface runoff away from the pool area. In no case should water be
allowed to pond around the slab perimeter.
We assume an elevator pit will be included in the interior of the building(s). The elevator pit will
likely consist of reinforced concrete walls with a concrete base slab. Based on our experience
with this type of structure, we anticipate the base slabs will be about 5 feet below the level of the
finished floor slab.
Subsurface conditions in elevator pit excavations are generally anticipated to consist of native clays.
Groundwater was encountered at depths of about 6.6 to 20.4 feet below existing site grades at
the time of our field exploration. However, groundwater levels can and should be expected to
fluctuate over time. We also understand portions of the site where the shallowest groundwater
was measured are planned for significant fills and raising of site grades.
Depending upon final site grades and elevator pit elevations, groundwater could impact the
performance of the pit base slab. If the pit slab is constructed at or within about 4 feet of the level
of groundwater, the pit/slab should be designed and constructed to resist hydrostatic pressures
and uplift due to the effects of buoyancy or it should be protected by an underdrain system for
permanent -
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
not used. Terracon should evaluate the groundwater level within each elevator pit area prior to or
during construction.
The elevator pit walls should be designed for the lateral earth pressures imposed by the soil
backfill. Earth pressures will primarily be influenced by structural design of the walls, conditions
of wall restraint and type, compaction and drainage of the backfill. For purposes of design, we
have assumed approximately 5 feet of fill will be retained by the pit walls and backfill will consist of
the on-site lean clays. If taller walls are planned, or if different type of backfill is used, we should
be contacted to review our data and confirm or modify the design criteria presented below.
Active earth pressure is commonly used for design of walls (such as free-standing cantilever
retaining walls) and assumes some wall rotation and deflection. For walls that can deflect and
rotate about the base, with top lateral movements of about ¼ to ½ percent or more of the wall
assumes deflection and thus cracking of walls could occur. For rigid walls where negligible or very
little rotation and deflection will occur, "at-rest" lateral earth pressures should be used in the
design.
Reinforced concrete pit walls should be designed for lateral earth pressures and/or combined
hydrostatic and lateral earth pressures at least equal to those indicated in the following table.
Earth Pressure
Conditions
Backfill Soil
Type
Equivalent Fluid Density
(above water, pcf)
Equivalent Fluid Density
(below water, pcf)
Active (Ka) On-site lean clay 40 80
At-Rest (Ko) On-site lean clay 60 90
The lateral earth pressures presented above do not include a factor of safety. As such, appropriate
factors of safety should be applied to these values. Furthermore, the lateral earth pressures do
not include the influence of surcharge, equipment or floor loading, which should be added.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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.
As stated in the Ground Modification section of this report, due to the moderate to highly
expansive soils encountered on this site the top 18 inches of on-site soil below pavements should
be over-excavated, moisture conditioning and recompacted. Where site grading will result in at
least 18 inches of fill below pavements, over-excavation will not be necessary. Additionally, the
top 8 inches of the subgrade soils at the bottom of the over-excavation should be scarified,
moisture-conditioned and recompacted as recommended in the Site Preparation section of this
report. As a much lower risk alternative, we believe the subgrade soils below the proposed
pavements could be chemically treated with fly ash.
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 III Collector Streets, with Equivalent Single Axle Load (ESAL) up to
73,000 over 20 years (including trash trucks)
Subgrade Soil Characteristics
USCS Classification CL, classified by NAPA as poor
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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 B: Bus parking areas and service lanes with an ADTT of up to
50 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:
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 III and
ACI Category B)
A 6 8 - 14
B - - 6½ 6½
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
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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.
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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
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.
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.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Our work is conducted with the understanding of the project as described in the proposal, and will
incorporate collaboration with the design team prior to completing our services. Terracon has
requested verification of all stated assumptions. Revision of our understanding to reflect actual
conditions important to our work will be based on these verifications and will be reflected in the
final report. The design team should collaborate with Terracon to confirm these assumptions.
The design team should also collaborate with Terracon to prepare the final design plans and
specifications. This facilitates the incorporation of our opinions related to implementation of our
geotechnical recommendations.
Our analysis and opinions are based upon our understanding of the geotechnical conditions in
the area, the data obtained from the site exploration performed and from our understanding of the
project. Variations will occur between exploration point locations, across the site, 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. So, Terracon should be retained to provide
observation and testing services during grading, excavation, foundation construction and other
earth-related construction phases of the project. 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 are intended for the exclusive use of our client for specific
application to the project discussed and are accomplished in accordance with generally accepted
geotechnical engineering practices. 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 that 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. In the event that changes in the nature,
design, or location 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.
TOPOGRAPHIC MAP IMAGE COURTESY OF
THE U.S. GEOLOGICAL SURVEY
QUADRANGLES INCLUDE: FORT COLLINS,
CO (1984) and LOVELAND, CO (1984).
SITE LOCATION MAP
Pedcor Fort Collins
North College Avenue and Trilby Road
Fort Collins, CO
20165101
DIAGRAM IS FOR GENERAL LOCATION ONLY,
AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
MGH
EDB
EDB
EDB
11/28/2016
SITE
20165101 EXPLORATION PLAN
AERIAL PHOTOGRAPHY PROVIDED BY
MICROSOFT BING MAPS
Pedcor Fort Collins
North College Avenue and Trilby Road
Fort Collins, CO
DIAGRAM IS FOR GENERAL LOCATION ONLY,
AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
MGH
EDB
EDB
EDB
11/28/2016
AS SHOWN
20165101 EXPLORATION PLAN (BUILDING PLAN)
AERIAL PHOTOGRAPHY PROVIDED BY
MICROSOFT BING MAPS
Pedcor Fort Collins
North College Avenue and Trilby Road
Fort Collins, CO
DIAGRAM IS FOR GENERAL LOCATION ONLY,
AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
MGH
EDB
EDB
EDB
11/28/2016
AS SHOWN
Building Boring
Pavement Boring
Retention Pond Boring
P-1
P-2 P-3
P-4
P-5
P-6 P-7
B-1
B-2
B-3
B-4
B-5
B-6 B-7 B-8
B-9 B-10
B-11
B-12 B-13
B-14 B-15
B-16
B-17 B-18
R-1 R-2 R-3
13-21-10
N=31
8-9
6-12-17
N=29
20-37-50
N=87
20-50/6"
N=70/12"
0.6
10.0
11.0
20.0
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY (CL), light brown to
brown, stiff to hard
WEATHERED BEDROCK - CLAYSTONE,
brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, brown to gray, very hard
Boring Terminated at 20 Feet
10
11
17
12
12
42-18-24
5031.5
5022
5021
5012
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49134° Longitude: -105.07682°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-01
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
8-12
3-3-5
N=8
4-5
8-12-20
N=32
15-21-32
N=53
0.6
14.0
15.0
20.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND (CL), light brown
to brown with white, medium stiff to very stiff
WEATHERED BEDROCK - CLAYSTONE,
brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, brown to orange brown,
medium firm to hard
Boring Terminated at 20.5 Feet
UC 1737 14.6
11
18
23
16
16
113
106
40-16-24
8028.5
8015
8014
8008.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49131° Longitude: -105.07633°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-02
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
3-4-3
N=7
4-7
4-4-6
N=10
7-9
13-19-29
N=48
24-36-45
N=81
0.6
7.0
18.5
25.5
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY (CL), brown, stiff
LEAN CLAY WITH SAND, light brown, stiff
SEDIMENTARY BEDROCK -
CLAYSTONE, orange brown to gray,
medium hard to very hard
Boring Terminated at 25.5 Feet
15
13
22
22
13
10
102
104
37-18-19
5027.5
5021
5009.5
5002.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49143° Longitude: -105.07568°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. B-03
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
12-15
5-5-6
N=11
6-8
7-12-15
N=27
12-22-26
N=48
0.6
3.0
14.0
16.0
20.5
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY, brown, very stiff
LEAN CLAY WITH SAND, light brown, stiff
WEATHERED BEDROCK - CLAYSTONE,
brown to orange brown, weathered to firm
SEDIMENTARY BEDROCK -
CLAYSTONE, brown to gray, medium hard
Boring Terminated at 20.5 Feet
UC 1541 11.9
7
15
24
19
16
109
103
5024.5
5022
5011
5009
5004.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49134° Longitude: -105.07499°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. B-04
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
5-7
3-3-4
N=7
4-4-7
N=11
12-27
17-26-32
N=58
0.6
3.0
11.0
15.0
20.5
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY, brown, stiff
LEAN CLAY WITH SAND, light brown to
orange brown, stiff
WEATHERED BEDROCK - CLAYSTONE,
dark brown to orange brown, weathered to
firm
SEDIMENTARY BEDROCK -
CLAYSTONE, dark brown to gray, hard
Boring Terminated at 20.5 Feet
17
18
20
18
16
107
108
5021.5
5019
5011
5007
5001.5
+1.1/1,000
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49132° Longitude: -105.07447°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. B-05
CLIENT: Pedcor Investments, LLC
12-25
10-12-12
N=24
20-30
22-50/6"
N=72/12"
26-50/5"
N=76/11"
0.6
8.0
9.0
10.0
15.0
19.9
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY (CL), light brown to
brown with white, very stiff
LEAN CLAY WITH SAND, brown, medium
stiff to stiff
WEATHERED BEDROCK - CLAYSTONE,
dark brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, orange brown to gray, hard
SEDIMENTARY BEDROCK -
SANDSTONE/CLAYSTONE, gray to red
brown, very hard
Boring Terminated at 19.9 Feet
9
9
17
15
13
109
112
44-17-27
5028.5
5021
5020
5019
5014
5009
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49096° Longitude: -105.07665°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
9-11-10
N=21
11-17
3-3-5
N=8
7-20
11-27-31
N=58
18-32-23
N=55
0.6
15.0
16.0
24.5
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY (CL), light brown to
yellow brown, stiff to very stiff
WEATHERED BEDROCK - CLAYSTONE,
brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, orange brown to gray, hard
Boring Terminated at 24.5 Feet
9
10
22
21
18
17
109
104
49-19-30
5024.5
5010
5009
5000.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49087° Longitude: -105.07619°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. B-07
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
6-9-9
N=18
11-15
12-36
7-20-24
N=44
10-17-23
N=40
0.6
10.0
14.5
20.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND (CL), orange
brown to light brown, very stiff
WEATHERED BEDROCK - CLAYSTONE,
brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, orange brown to gray,
medium hard
Boring Terminated at 20.5 Feet
9
10
19
19
18
101
101
37-19-18
5021.5
5012
5007.5
5001.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49092° Longitude: -105.07555°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. B-08
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/7/2016
7-8
4-3-3
N=6
8-7
10-20-23
N=43
14-33-50
N=83
0.6
14.0
14.5
20.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, orange brown to
light brown, medium stiff to stiff
WEATHERED BEDROCK - CLAYSTONE
(CH), brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, gray, medium hard to very
hard
Boring Terminated at 20.5 Feet
11
17
16
5
18
0
69-31-38
5017.5
5004
5003.5
4997.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49075° Longitude: -105.07492°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. B-09
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
4-5-7
N=12
8-13
3-3-5
N=8
4-4-7
N=11
6-10-16
N=26
28-41-50
N=91
0.6
8.0
20.0
22.0
25.5
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY (CL), orange brown,
stiff
LEAN CLAY WITH SAND, orange brown to
light brown, stiff
WEATHERED BEDROCK - CLAYSTONE,
brown to orange brown, weathered to firm
SEDIMENTARY BEDROCK -
CLAYSTONE, gray to yellow brown, very
hard
Boring Terminated at 25.5 Feet
10
11
18
22
21
16
112 38-19-19
5018.5
5011
4999
4997
4993.5
+1.1/500
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49076° Longitude: -105.07432°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
7-10-8
N=18
4-5-5
N=10
4-4
4-4-5
N=9
12-20-21
N=41
30-50/4"
N=80/10"
0.6
6.0
19.0
20.0
24.8
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown, stiff
to very stiff
SANDY LEAN CLAY (CL), light brown to
orange brown, medium stiff to stiff
WEATHERED BEDROCK - CLAYSTONE,
dark brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, dark brown to gray, medium
hard to very hard
Boring Terminated at 24.8 Feet
9
11
16
23
18
15
103 28-14-14
5024.5
5019
5006
5005
5000
-0.9/1,000
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49026° Longitude: -105.07683°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
6-10-12
N=22
4-5-7
N=12
3-3
3-4-8
N=12
12-18-28
N=46
0.6
15.0
17.0
20.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND (CL), light brown
with white to orange brown, medium stiff to
very stiff
WEATHERED BEDROCK - CLAYSTONE,
brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, orange brown to gray,
medium hard
Boring Terminated at 20.5 Feet
10
13
19
24
20
91 37-16-21
5020.5
5006
5004
5000.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49047° Longitude: -105.07616°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-12
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
6-8-8
N=16
8-8
2-2-3
N=5
20-30
15-50/6"
N=65/12"
0.6
6.0
14.0
14.5
20.0
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY (CL), light brown with
white, stiff to very stiff
LEAN CLAY WITH SAND, light brown to
orange brown, medium stiff
WEATHERED BEDROCK - CLAYSTONE,
brbown to gray, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, orange brown to gray, hard
Boring Terminated at 20 Feet
11
8
24
15
16
118
112
37-18-19
5014.5
5009
5001
5000.5
4995
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49053° Longitude: -105.07547°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-13
CLIENT: Pedcor Investments, LLC
5-7-5
N=12
4-4-6
N=10
5-7
4-6
9-15-20
N=35
26-50/6"
N=76/12"
0.6
7.0
19.0
20.0
25.0
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown, stiff
SANDY LEAN CLAY (CL), light brown to
orange brown, stiff
WEATHERED BEDROCK - CLAYSTONE,
gray to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, gray, medium hard to hard
Boring Terminated at 25 Feet
10
13
20
22
20
15
119
119
104
31-18-13
5022.5
5016
5004
5003
4998
0.0/1,000
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.48989° Longitude: -105.07678°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
5-7-7
N=14
5-7
2-2-3
N=5
5-5
8-17-25
N=42
15-25-30
N=55
0.6
7.0
20.0
25.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown with
white, stiff to very stiff
SANDY LEAN CLAY (CL), light brown to
orange brown, medium stiff to stiff
SEDIMENTARY BEDROCK -
CLAYSTONE, gray, medium hard to hard
Boring Terminated at 25.5 Feet
12
14
22
23
23
22
107
106
39-17-22
5015.5
5009
4996
4990.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.4899° Longitude: -105.07625°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem auger
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-15
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
10-15
4-4-5
N=9
5-8
5-5-10
N=15
8-12-25
N=37
19-25-36
N=61
0.6
7.0
15.5
16.0
25.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown to
brown, stiff to very stiff
SANDY LEAN CLAY (CL), light brown, stiff
WEATHERED BEDROCK - CLAYSTONE,
brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, orange brown to gray,
medium hard to hard
Boring Terminated at 25.5 Feet
UC 2210 12
8
13
18
25
19
18
109
112 30-19-11
5013.5
5007
4998.5
4998
4988.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49015° Longitude: -105.07559°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
8-10-10
N=20
5-7
2-2-3
N=5
8-10-15
N=25
8-21-36
N=57
0.6
15.0
16.0
20.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND (CL), light
brown, medium stiff to very stiff
WEATHERED BEDROCK - CLAYSTONE,
light brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, gray with orange brown and
white, hard
Boring Terminated at 20.5 Feet
14
10
26
24
22
106
40-17-23
5012.5
4998
4997
4992.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49022° Longitude: -105.07491°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-17
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
5-8
3-3-3
N=6
4-6
15-22-30
N=52
N=50/5"
0.6
14.0
14.5
19.4
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown,
medium stiff to stiff
WEATHERED BEDROCK - CLAYSTONE,
dark brown to orange brown, weathered
SEDIMENTARY BEDROCK -
CLAYSTONE, orange brown to gray,
medium hard to very hard
Boring Terminated at 19.4 Feet
UC 2979 15
9
21
23
19
30
109
101
5015.5
5002
5001.5
4996.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49022° Longitude: -105.07431°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings after delayed water levels
were measured.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-18
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
4-6
3-3-4
N=7
2-3-4
N=7
0.6
10.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown to
brown, stiff
Boring Terminated at 10.5 Feet
13
20
21
5028.5
5018.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49157° Longitude: -105.07594°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. P-01
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
12-16
3-4-4
N=8
4-4-5
N=9
0.6
10.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, orange brown,
stiff to very stiff
Boring Terminated at 10.5 Feet
10
25
24
116
5026.5
5016.5
+6.1/150
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49111° Longitude: -105.0763°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. P-02
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
7-17
12-9
4-6-9
N=15
0.6
5.0
10.4
10.5
VEGETATIVE LAYER - 6 inches
SANDY LEAN CLAY (CL), orange brown,
very stiff
LEAN CLAY WITH SAND, brown, very stiff
WEATHERED BEDROCK - CLAYSTONE,
dark brown to orange brown, weathered
Boring Terminated at 10.5 Feet
10
12
20
103
96
28-16-12
5021.5
5017
5011.5
5011.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49112° Longitude: -105.07465°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. P-03
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
9-17
5-15
6-6-8
N=14
0.6
10.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown to
brown, very stiff to hard
Boring Terminated at 10.5 Feet
9
9
11
97
119
5025.5
5015.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49055° Longitude: -105.07661°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. P-04
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
10-16
7-8
1-1-2
N=3
0.6
5.0
10.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown, stiff
to very stiff
SANDY LEAN CLAY, light brown to orange
brown, soft
Boring Terminated at 10.5 Feet
8
10
30
110
99
5018.5
5014
5008.5
+0.2/150
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.49042° Longitude: -105.07595°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. P-05
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
6-9
4-7
5-5-7
N=12
0.6
10.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, light brown, stiff
Boring Terminated at 10.5 Feet
13
16
20
114
109
5010.5
5000.5
+3.3/150
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.48988° Longitude: -105.07561°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/9/2016
BORING LOG NO. P-06
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/9/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
10-16
10-15
6-10-15
N=25
0.6
10.4
10.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY (CL), light brown, very stiff
WEATHERED BEDROCK - CLAYSTONE,
dark brown to orange brown, weathered
Boring Terminated at 10.5 Feet
12
12
19
112
115 28-16-12
5012.5
5002.5
5002.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.48989° Longitude: -105.07437°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/9/2016
BORING LOG NO. P-07
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/9/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
10-25
8-12-15
N=27
6-8
3-4-6
N=10
9-12-17
N=29
0.6
3.0
18.0
20.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, brown to light
brown, very stiff
SANDY LEAN CLAY (CL), light brown,
medium stiff to hard
WEATHERED BEDROCK - CLAYSTONE,
orange to red brown, weathered to firm
Boring Terminated at 20.5 Feet
16
21
25
32
23
92
26-16-10
5007.5
5005
4990
4987.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.48969° Longitude: -105.07542°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Piezometer installed, backfilled with soil currings upon
completion of delayed water level readings and removal and
temporary piezometer
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/9/2016
BORING LOG NO. R-01
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/9/2016
PROJECT: Pedcor Fort Collins
7-8-8
N=16
5-6
4-6-6
N=12
12-20
12-29-30
N=59
0.6
4.0
14.0
20.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND, brown to dark
brown with white, stiff to very stiff
SANDY SILTY CLAY (CL-ML), brown to
light brown, stiff to very stiff
SEDIMENTARY BEDROCK -
CLAYSTONE, dark brown to gray, firm to
hard
Boring Terminated at 20.5 Feet
17
17
24
22
18
108
101
25-18-7
5006.5
5003
4993
4986.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.48967° Longitude: -105.07494°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Piezometer installed, backfilled with soil currings upon
completion of delayed water level readings and removal and
temporary piezometer
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/9/2016
BORING LOG NO. R-02
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
4-3-5
N=8
5-6-8
N=14
18-35
12-20-25
N=45
16-20-40
N=60
0.6
9.0
20.5
VEGETATIVE LAYER - 6 inches
LEAN CLAY WITH SAND (CL), light
brown, stiff to very stiff
SEDIMENTARY BEDROCK -
CLAYSTONE, dark brown to gray with
orange brown, medium hard to hard
Boring Terminated at 20.5 Feet
21
22
19
20
17
108
38-15-23
5009.5
5001
4989.5
GRAPHIC LOG
StratificationAutomatic lines are approximate. In-situ, the transition may be gradual. Hammer Type:
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20165101.GPJ TERRACON2015.GDT 12/23/16
STRENGTH TEST
FIELD TEST
RESULTS
DEPTH
LOCATION
Latitude: 40.4897° Longitude: -105.07447°
See Exploration Plan
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Piezometer installed, backfilled with soil currings upon
completion of delayed water level readings and removal and
temporary piezometer
1901 Sharp Point Dr Ste C
Fort Collins, CO
Notes:
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/9/2016
BORING LOG NO. R-03
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/9/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
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
Boring ID Depth PL PI Description
SANDY LEAN CLAY
LEAN CLAY with SAND
SANDY LEAN CLAY
SANDY LEAN CLAY
SANDY LEAN CLAY
LEAN CLAY with SAND
FAT CLAY
SANDY LEAN CLAY
SANDY LEAN CLAY
LEAN CLAY with SAND
SANDY LEAN CLAY
SANDY LEAN CLAY
SANDY LEAN CLAY
SANDY LEAN CLAY
LEAN CLAY with SAND
LEAN CLAY with SAND
SANDY LEAN CLAY
LEAN CLAY
SANDY LEAN CLAY
SANDY SILTY CLAY
CL
CL
CL
CL
CL
CL
CH
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL-ML
Fines
P
L
A
S
T
I
C
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
Boring ID Depth PL PI Description
CL LEAN CLAY with SAND
Fines
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
"U" Line
"A" Line
38 15 23 81
LL USCS
R-03
ATTERBERG LIMITS RESULTS
ASTM D4318
2 - 3.5
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20165101.GPJ TERRACON2015.GDT 12/23/16
CL-ML
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
B-01
B-02
B-03
B-06
B-07
42
40
37
44
49
9.5
2
2
4.75
4.75
6 16
20 30
40 50
1.5 6 200
810
0.1
0.0
0.0
0.0
0.0
14
67.7
74.4
65.5
67.0
68.6
%Fines
LL PL PI
1 4
3/4 1/2
60
fine
B-01
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
B-08
B-09
B-10
B-11
B-12
37
69
38
28
37
0.091
2
2
2
4.75
2
6 16
20 30
40 50
1.5 6 200
810
0.0
0.0
0.0
0.0
0.0
14
80.2
99.7
66.4
50.1
72.6
%Fines
LL PL PI
1 4
3/4 1/2
60
fine
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
B-13
B-14
B-15
B-16
B-17
37
31
39
30
40
0.078
0.086
4.75
4.75
4.75
4.75
4.75
6 16
20 30
40 50
1.5 6 200
810
0.0
0.0
0.0
0.0
0.0
14
62.4
58.0
69.5
53.3
74.0
%Fines
LL PL PI
1 4
3/4 1/2
60
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
BULK
P-03
P-07
R-01
R-02
38
28
28
26
25
0.082
0.085
4.75
4.75
4.75
4.75
9.5
6 16
20 30
40 50
1.5 6 200
810
0.0
0.0
0.0
0.0
0.1
14
78.6
65.6
89.0
57.0
53.7
%Fines
LL PL PI
1 4
3/4 1/2
60
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
R-03 38
4.75
6 16
20 30
40 50
1.5 6 200
810
0.0
14
80.6
%Fines
LL PL PI
1 4
3/4 1/2
60
fine
R-03
GRAIN SIZE IN MILLIMETERS
PERCENT FINER BY WEIGHT
coarse fine
U.HYDROMETERS. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
15 23
D100
Cc Cu
SILT OR CLAY
4
D30 D10 %Gravel %Sand
2 - 3.5
3/8 3 100
3 2 140
COBBLES GRAVEL SAND
USCS Classification
19.4
D60
coarse medium
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTION
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado 80525
(970) 484-0359 FAX (970) 484-0454
CLIENT: Pedcor Investments, LLC
PROJECT: Pedcor Fort Collins
PROJECT LOCATION: Fort Collins, Colorado DATE: 12/20/2016
SAMPLE: B-07 @ 9-10.5 feet PROJECT NO:
MC% LL PI Cc Cu
22 49 30
SAMPLE LOCATION D100 D60 D30 D10 % GRAVEL % SAND % SILT % CLAY
B-07 @ 9 - 10.5 feet 4.750 0.052 0.002 - 0.00 23.68 38.98 37.34
20165101
SAMPLE DESCRIPTION
SANDY LEAN CLAY (CL)
0
10
20
30
40
50
60
70
80
90
100
100.000000 10.1.000 0.100 0.010 0.001
PERCENT FINER BY WEIGHT - %
GRAIN SIZE IN MILLIMETERS (mm)
GRAIN-SIZE DISTRIBUTION CURVE
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado 80525
(970) 484-0359 FAX (970) 484-0454
CLIENT: Pedcor Investments, LLC
PROJECT: Pedcor Fort Collins
PROJECT LOCATION: Fort Collins, Colorado DATE: 12/20/2016
SAMPLE: B-10 @ 4-5 feet PROJECT NO:
MC% LL PI Cc Cu
11 38 19
SAMPLE LOCATION D100 D60 D30 D10 % GRAVEL % SAND % SILT % CLAY
B-10 @ 4 - 5 feet 2.000 0.018 #N/A #N/A 0.00 33.56 27.29 39.14
20165101
SAMPLE DESCRIPTION
SANDY LEAN CLAY (CL)
0
10
20
30
40
50
60
70
80
90
100
100.000000 10.1.000 0.100 0.010 0.001
PERCENT FINER BY WEIGHT - %
GRAIN SIZE IN MILLIMETERS (mm)
GRAIN-SIZE DISTRIBUTION CURVE
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado 80525
(970) 484-0359 FAX (970) 484-0454
CLIENT: Pedcor Investments, LLC
PROJECT: Pedcor Fort Collins
PROJECT LOCATION: Fort Collins, Colorado DATE: 12/21/2016
SAMPLE: B-15 @ 4-5 feet PROJECT NO:
MC% LL PI Cc Cu
14 39 22
SAMPLE LOCATION D100 D60 D30 D10 % GRAVEL % SAND % SILT % CLAY
B-15 @ 4 - 5 feet 4.750 0.060 0.002 - 0.00 30.46 33.82 35.71
20165101
SAMPLE DESCRIPTION
LEAN CLAY WITH SAND
0
10
20
30
40
50
60
70
80
90
100
100.000000 10.1.000 0.100 0.010 0.001
PERCENT FINER BY WEIGHT - %
GRAIN SIZE IN MILLIMETERS (mm)
GRAIN-SIZE DISTRIBUTION CURVE
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado 80525
(970) 484-0359 FAX (970) 484-0454
CLIENT: Pedcor Investments, LLC
PROJECT: Pedcor Fort Collins
PROJECT LOCATION: Fort Collins, Colorado DATE: 12/21/2016
SAMPLE: B-17 @ 2-3.5 feet PROJECT NO:
MC% LL PI Cc Cu
14 40 23
SAMPLE LOCATION D100 D60 D30 D10 % GRAVEL % SAND % SILT % CLAY
B-17 @ 2 - 3.5 feet 4.750 0.046 0.002 - 0.00 25.98 35.35 38.68
20165101
SAMPLE DESCRIPTION
LEAN CLAY WITH SAND
0
10
20
30
40
50
60
70
80
90
100
100.000000 10.1.000 0.100 0.010 0.001
PERCENT FINER BY WEIGHT - %
GRAIN SIZE IN MILLIMETERS (mm)
GRAIN-SIZE DISTRIBUTION CURVE
-4
-3
-2
-1
0
1
2
3
4
5
6
7
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 1.1 percent swell upon wetting under an applied pressure of 1,000 psf.
Specimen Identification Classification , pcf
B-05 108 18
WC, %
14 - 15 ft
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20165101.GPJ TERRACON2012.GDT 12/22/16
CLAYSTONE BEDROCK
-4
-3
-2
-1
0
1
2
3
4
5
6
7
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 1.1 percent swell upon wetting under an applied pressure of 500 psf.
Specimen Identification Classification , pcf
B-10 112 11
WC, %
4 - 5 ft SANDY LEAN CLAY(CL)
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20165101.GPJ TERRACON2012.GDT 12/22/16
-4
-3
-2
-1
0
1
2
3
4
5
6
7
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 0.9 percent compression upon wetting under an applied pressure of 1,000 psf.
Specimen Identification Classification , pcf
B-11 103 16
WC, %
9 - 10 ft SANDY LEAN CLAY(CL)
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20165101.GPJ TERRACON2012.GDT 12/22/16
-4
-3
-2
-1
0
1
2
3
4
5
6
7
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited no movement upon wetting under an applied pressure of 1,000 psf
Specimen Identification Classification , pcf
B-14 119 10
WC, %
9 - 10 ft SANDY LEAN CLAY(CL)
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20165101.GPJ TERRACON2012.GDT 12/22/16
-4
-3
-2
-1
0
1
2
3
4
5
6
7
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 6.1 percent swell upon wetting under an applied pressure of 150 psf.
Specimen Identification Classification , pcf
P-02 116 10
WC, %
2 - 3 ft
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20165101.GPJ TERRACON2012.GDT 12/22/16
LEAN CLAY with SAND
-4
-3
-2
-1
0
1
2
3
4
5
6
7
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 0.2 percent swell upon wetting under an applied pressure of 150 psf.
Specimen Identification Classification , pcf
P-05 110 8
WC, %
2 - 3 ft
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20165101.GPJ TERRACON2012.GDT 12/22/16
LEAN CLAY with SAND
-4
-3
-2
-1
0
1
2
3
4
5
6
7
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 3.3 percent swell upon wetting under an applied pressure of 150 psf.
Specimen Identification Classification , pcf
P-06 114 13
WC, %
2 - 3 ft
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20165101.GPJ TERRACON2012.GDT 12/22/16
LEAN CLAY with SAND
0
500
1,000
1,500
2,000
2,500
3,000
3,500
0 4 8 12 16
LL PL PI
2.40
5.87
Percent < #200 Sieve
AXIAL STRAIN - %
Remarks:
SPECIMEN FAILURE PHOTOGRAPH
SAMPLE DESCRIPTION: LEAN CLAY WITH SAND
Unconfined Compressive Strength (psf)
Undrained Shear Strength: (psf)
UNCONFINED COMPRESSION TEST
ASTM D2166
868
SAMPLE TYPE: D&M RING
Assumed Specific Gravity:
Calculated Void Ratio:
Height / Diameter Ratio:
SPECIMEN TEST DATA
2.45
14.64
Moisture Content: %
Dry Density: pcf
Diameter: in.
Height: in.
Calculated Saturation: %
Failure Strain: %
Strain Rate: in/min
COMPRESSIVE STRESS - psf
23
106
1737
SAMPLE LOCATION: B-02 @ 9 - 10 feet
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS 20165101.GPJ TERRACON2012.GDT 12/23/16
0
500
1,000
1,500
2,000
2,500
3,000
3,500
0 4 8 12 16
LL PL PI
2.40
5.90
Percent < #200 Sieve
AXIAL STRAIN - %
Remarks:
SPECIMEN FAILURE PHOTOGRAPH
SAMPLE DESCRIPTION: LEAN CLAY WITH SAND
Unconfined Compressive Strength (psf)
Undrained Shear Strength: (psf)
UNCONFINED COMPRESSION TEST
ASTM D2166
771
SAMPLE TYPE: D&M RING
Assumed Specific Gravity:
Calculated Void Ratio:
Height / Diameter Ratio:
SPECIMEN TEST DATA
2.46
11.86
Moisture Content: %
Dry Density: pcf
Diameter: in.
Height: in.
Calculated Saturation: %
Failure Strain: %
Strain Rate: in/min
COMPRESSIVE STRESS - psf
24
103
1541
SAMPLE LOCATION: B-04 @ 9 - 10 feet
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS 20165101.GPJ TERRACON2012.GDT 12/23/16
0
500
1,000
1,500
2,000
2,500
3,000
3,500
0 4 8 12 16
LL PL PI
2.40
6.00
Percent < #200 Sieve
53
AXIAL STRAIN - %
Remarks:
SPECIMEN FAILURE PHOTOGRAPH
SAMPLE DESCRIPTION: SANDY LEAN CLAY(CL)
30 19 11
Unconfined Compressive Strength (psf)
Undrained Shear Strength: (psf)
UNCONFINED COMPRESSION TEST
ASTM D2166
1105
SAMPLE TYPE: D&M RING
Assumed Specific Gravity:
Calculated Void Ratio:
Height / Diameter Ratio:
SPECIMEN TEST DATA
2.50
12.00
Moisture Content: %
Dry Density: pcf
Diameter: in.
Height: in.
Calculated Saturation: %
Failure Strain: %
Strain Rate: in/min
COMPRESSIVE STRESS - psf
18
112
2210
SAMPLE LOCATION: B-16 @ 9 - 10 feet
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS 20165101.GPJ TERRACON2012.GDT 12/23/16
0
500
1,000
1,500
2,000
2,500
3,000
3,500
0 4 8 12 16
LL PL PI
2.40
5.50
Percent < #200 Sieve
AXIAL STRAIN - %
Remarks:
SPECIMEN FAILURE PHOTOGRAPH
SAMPLE DESCRIPTION: LEAN CLAY WITH SAND
Unconfined Compressive Strength (psf)
Undrained Shear Strength: (psf)
UNCONFINED COMPRESSION TEST
ASTM D2166
1490
SAMPLE TYPE: D&M RING
Assumed Specific Gravity:
Calculated Void Ratio:
Height / Diameter Ratio:
SPECIMEN TEST DATA
2.29
15.00
Moisture Content: %
Dry Density: pcf
Diameter: in.
Height: in.
Calculated Saturation: %
Failure Strain: %
Strain Rate: in/min
COMPRESSIVE STRESS - psf
23
101
2979
SAMPLE LOCATION: B-18 @ 9 - 10 feet
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS 20165101.GPJ TERRACON2012.GDT 12/23/16
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado 80525
(970) 484-0359 FAX (970) 484-0454
CLIENT: DATE OF TEST: 16-Dec-16
PROJECT: Pedcor Fort Collins
LOCATION: Bulk - from top 5 feet of P-01 through P-07
TERRACON NO. 20165101 CLASSIFICATION: LEAN CLAY with SAND (CL)
TEST SPECIMEN NO. 1 2 3
COMPACTION PRESSURE (PSI) 20 60 280
DENSITY (PCF) 94.6 102.2 113.4
MOISTURE CONTENT (%) 31.5 25.3 16.3
EXPANSION PRESSURE (PSI) -0.12 -0.07 0.08
HORIZONTAL PRESSURE @ 160 PSI 148 125 121
SAMPLE HEIGHT (INCHES) 2.64 2.67 2.36
EXUDATION PRESSURE (PSI) 143.3 381.9 618.6
CORRECTED R-VALUE 3.9 13.3 24.5
UNCORRECTED R-VALUE 3.7 12.5 25.9
R-VALUE @ 300 PSI EXUDATION PRESSURE = 10
AASHTO T190
PRESSURE OF COMPACTED SOIL
RESISTANCE R-VALUE & EXPANSION
SAMPLE DATA TEST RESULTS
0
10
20
30
40
50
60
70
80
90
100
0 100 200 300 400 500 600 700 800
R-VALUE
EXUDATION PRESSURE - PSI
Pedcor Investments, LLC
TASK NO: 161220027
Analytical Results
Terracon, Inc. - Fort Collins
Eric D. Bernhardt
Company:
Report To:
Company:
Bill To:
1901 Sharp Point Drive
Suite C
Fort Collins CO 80525
Accounts Payable
Terracon, Inc. - A/P
18001 W. 106th St
Suite 300
Olathe KS 66061
Pedlor Fort Collins 20165101
Date Reported: 12/27/16
Task No.: 161220027
Matrix: Soil - Geotech
Date Received: 12/20/16
Client Project:
Client PO:
Customer4ft Sample ID B8 @
Test Method
Lab Number: 161220027-01
Result
Sulfate - Water Soluble 0.023 % AASHTO T290-91/ ASTM D4327
Customer Sample ID B10 @ 9ft
Test Method
Lab Number: 161220027-02
Result
Sulfate - Water Soluble 0.004 % AASHTO T290-91/ ASTM D4327
Customer Sample ID B17 @ 4ft
Test Method
Lab Number: 161220027-03
Result
Sulfate - Water Soluble 0.011 % AASHTO T290-91/ ASTM D4327
Customer2ft Sample ID P1 @
Test Method
Lab Number: 161220027-04
Result
Sulfate - Water Soluble 0.026 % AASHTO T290-91/ ASTM D4327
Customer2ft Sample ID P4 @
Test Method
Lab Number: 161220027-05
Result
Sulfate - Water Soluble 0.013 % AASHTO T290-91/ ASTM D4327
240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313
Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315
DATA APPROVED FOR RELEASE BY
Abbreviations/ References:
161220027
AASHTO - American Association of State Highway and Transportation Officials.
ASTM - American Society for Testing and Materials.
ASA - American Society of Agronomy.
DIPRA - Ductile Iron Pipe Research Association Handbook of Ductile Iron Pipe.
TASK NO: 161220027
Analytical Results
Terracon, Inc. - Fort Collins
Eric D. Bernhardt
Company:
Report To:
Company:
Bill To:
1901 Sharp Point Drive
Suite C
Fort Collins CO 80525
Accounts Payable
Terracon, Inc. - A/P
18001 W. 106th St
Suite 300
Olathe KS 66061
Pedlor Fort Collins 20165101
Date Reported: 12/27/16
Task No.: 161220027
Matrix: Soil - Geotech
Date Received: 12/20/16
Client Project:
Client PO:
Customer Sample ID R3 @ 4ft
Test Method
Lab Number: 161220027-06
Result
Sulfate - Water Soluble 0.865 % AASHTO T290-91/ ASTM D4327
240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313
Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315
DATA APPROVED FOR RELEASE BY
Abbreviations/ References:
161220027
AASHTO - American Association of State Highway and Transportation Officials.
ASTM - American Society for Testing and Materials.
ASA - American Society of Agronomy.
DIPRA - Ductile Iron Pipe Research Association Handbook of Ductile Iron Pipe.
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Photo No. 1: Irrigation ditch on north side of the site
Photo No. 2: South side of the site with Robert Benson Lake
Pedcor Fort Collins Fort Collins, Colorado
January 12, 2017 Terracon Project No. 20165101
Responsive Resourceful Reliable
Photo No. 3: East side of site
Photo No. 4: West side of site
12/23/2016 20165101
Pedcor Fort Collins Fort Collins, Colorado
500 to 1,000
> 8,000
4,000 to 8,000
2,000 to 4,000
1,000 to 2,000
less than 500
Unconfined Compressive Strength
Qu, (psf)
Modified
Dames &
Moore 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.
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 ctual topographical survey was conducted
to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the
area.
GRAIN SIZE TERMINOLOGY
RELATIVE PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF FINES
DESCRIPTIVE SOIL CLASSIFICATION
LOCATION AND ELEVATION NOTES
SAMPLING WATER LEVEL FIELD TESTS
UNIFIED SOIL CLASSIFICATION 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 1 Cc 3 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 1 Cc 3 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:
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
DESCRIPTION OF ROCK PROPERTIES
WEATHERING
Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.
Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show
bright. Rock rings under hammer if crystalline.
Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In
granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.
Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull
and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength
as compared with fresh rock.
Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority
show kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick.
Severe All rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strong
soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.
Very severe All rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” with
only fragments of strong rock remaining.
Complete Rock reduced to ”soil”. Rock “fabric” not discernible or discernible only in small, scattered locations. Quartz may
be present as dikes or stringers.
HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals)
Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of
geologist’s pick.
Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.
Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of
a geologist’s pick. Hand specimens can be detached by moderate blow.
Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small
chips to pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick.
Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in
size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.
Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be
broken with finger pressure. Can be scratched readily by fingernail.
Joint, Bedding, and Foliation Spacing in Rock
a
Spacing Joints Bedding/Foliation
Less than 2 in. Very close Very thin
2 in. – 1 ft. Close Thin
1 ft. – 3 ft. Moderately close Medium
3 ft. – 10 ft. Wide Thick
More than 10 ft. Very wide Very thick
a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so.
Rock Quality Designator (RQD) a Joint Openness Descriptors
RQD, as a percentage Diagnostic description Openness Descriptor
Exceeding 90 Excellent No Visible Separation Tight
90 – 75 Good Less than 1/32 in. Slightly Open
75 – 50 Fair 1/32 to 1/8 in. Moderately Open
50 – 25 Poor 1/8 to 3/8 in. Open
Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide
a. RQD (given as a percentage) = length of core in pieces Greater than 0.1 ft. Wide
4 in. and longer/length of run.
References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for
Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S.
Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual.
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.
N
(HP)
(T)
(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
Standard Penetration or
N-Value
Blows/Ft.
Descriptive Term
(Density)
CONSISTENCY OF FINE-GRAINED SOILS
Hard
Very Dense > 50 Very Stiff 15 - 30
Dense 30 - 50 Stiff 8 - 15
Medium Dense 10 - 29 Medium8 Stiff 4 -
Loose9 4Soft4 - 2 -
Very3 Loose 0 - Very1 Soft 0 -
(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
> 30
Descriptive Term
(Consistency)
Standard Penetration or
N-Value
Blows/Ft.
RELATIVE DENSITY OF COARSE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
2 - 3.5 LEAN CLAY with SAND (CL)
ASTM D422 / ASTM C136
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20165101.GPJ 35159097 - ATTERBERG ISSUE.GPJ 12/23/16
fine
BULK
P-03
P-07
R-01
R-02
GRAIN SIZE IN MILLIMETERS
PERCENT FINER BY WEIGHT
coarse fine
U.HYDROMETERS. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
14
16
16
16
18
24
12
12
10
7
D100
Cc Cu
SILT OR CLAY
4
D30 D10 %Gravel %Sand
1 - 6
2 - 3
4 - 5
9 - 10
9 - 10.5
3/8 3 100
3 2 140
COBBLES GRAVEL SAND
USCS Classification
21.4
34.4
11.0
43.0
46.3
D60
coarse medium
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTION
1 - 6
2 - 3
4 - 5
9 - 10
9 - 10.5
LEAN CLAY with SAND (CL)
SANDY LEAN CLAY (CL)
LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
SANDY SILTY CLAY (CL-ML)
ASTM D422 / ASTM C136
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20165101.GPJ 35159097 - ATTERBERG ISSUE.GPJ 12/23/16
fine
B-13
B-14
B-15
B-16
B-17
GRAIN SIZE IN MILLIMETERS
PERCENT FINER BY WEIGHT
coarse fine
U.HYDROMETERS. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
18
18
17
19
17
19
13
22
11
23
D100
Cc Cu
SILT OR CLAY
4
D30 D10 %Gravel %Sand
4 - 5
9 - 10
4 - 5
9 - 10
2 - 3.5
3/8 3 100
3 2 140
COBBLES GRAVEL SAND
USCS Classification
37.6
42.0
30.5
46.7
26.0
D60
coarse medium
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTION
4 - 5
9 - 10
4 - 5
9 - 10
2 - 3.5
SANDY LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
LEAN CLAY with SAND (CL)
ASTM D422 / ASTM C136
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20165101.GPJ 35159097 - ATTERBERG ISSUE.GPJ 12/23/16
B-08
B-09
B-10
B-11
B-12
GRAIN SIZE IN MILLIMETERS
PERCENT FINER BY WEIGHT
coarse fine
U.HYDROMETERS. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
19
31
19
14
16
18
38
19
14
21
D100
Cc Cu
SILT OR CLAY
4
D30 D10 %Gravel %Sand
2 - 3.5
14 - 15.5
4 - 5
9 - 10
9 - 10
3/8 3 100
3 2 140
COBBLES GRAVEL SAND
USCS Classification
19.8
0.3
33.6
49.9
27.4
D60
coarse medium
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTION
2 - 3.5
14 - 15.5
4 - 5
9 - 10
9 - 10
LEAN CLAY with SAND (CL)
FAT CLAY (CH)
SANDY LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
LEAN CLAY with SAND (CL)
ASTM D422 / ASTM C136
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20165101.GPJ 35159097 - ATTERBERG ISSUE.GPJ 12/23/16
B-02
B-03
B-06
B-07
GRAIN SIZE IN MILLIMETERS
PERCENT FINER BY WEIGHT
coarse fine
U.HYDROMETERS. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
18
16
18
17
19
24
24
19
27
30
D100
Cc Cu
SILT OR CLAY
4
D30 D10 %Gravel %Sand
4 - 5
4 - 5.5
2 - 3.5
4 - 5.5
9 - 10.5
3/8 3 100
3 2 140
COBBLES GRAVEL SAND
USCS Classification
32.2
25.6
34.5
33.0
31.4
D60
coarse medium
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTION
4 - 5
4 - 5.5
2 - 3.5
4 - 5.5
9 - 10.5
SANDY LEAN CLAY (CL)
LEAN CLAY with SAND (CL)
SANDY LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
ASTM D422 / ASTM C136
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20165101.GPJ 35159097 - ATTERBERG ISSUE.GPJ 12/23/16
I
T
Y
I
N
D
E
X
LIQUID LIMIT
"U" Line
"A" Line
42
40
37
44
49
37
69
38
28
37
37
31
39
30
40
38
28
28
26
25
18
16
18
17
19
19
31
19
14
16
18
18
17
19
17
14
16
16
16
18
24
24
19
27
30
18
38
19
14
21
19
13
22
11
23
24
12
12
10
7
68
74
65
67
69
80
100
66
50
73
62
58
70
53
74
79
66
89
57
54
LL USCS
B-01
B-02
B-03
B-06
B-07
B-08
B-09
B-10
B-11
B-12
B-13
B-14
B-15
B-16
B-17
BULK
P-03
P-07
R-01
R-02
ATTERBERG LIMITS RESULTS
ASTM D4318
4 - 5
4 - 5.5
2 - 3.5
4 - 5.5
9 - 10.5
2 - 3.5
14 - 15.5
4 - 5
9 - 10
9 - 10
4 - 5
9 - 10
4 - 5
9 - 10
2 - 3.5
1 - 6
2 - 3
4 - 5
9 - 10
9 - 10.5
PROJECT NUMBER: 20165101
PROJECT: Pedcor Fort Collins
SITE: North College Avenue and Trilby Road
Fort Collins, Colorado
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
1901 Sharp Point Dr Ste C
Fort Collins, CO
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20165101.GPJ TERRACON2015.GDT 12/23/16
CL-ML
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
6.6' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5010 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
Boring Completed: 12/9/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
9.6' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5007 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
11' while drilling
8.7' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5008 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5013 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
SWELL / LOAD
(%/psf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5011 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
SWELL / LOAD
(%/psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5019 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
SWELL / LOAD
(%/psf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5026 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
SWELL / LOAD
(%/psf)
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5022 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
SWELL / LOAD
(%/psf)
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5027 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
SWELL / LOAD
(%/psf)
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5029 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
SWELL / LOAD
(%/psf)
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
18' while drilling
11.9' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5016 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
SWELL / LOAD
(%/psf)
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5013 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
Boring Started: 12/8/2016
BORING LOG NO. B-16
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
10.1' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5014 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
25
SWELL / LOAD
(%/psf)
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
17' while drilling
12.8' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5016 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
25
SWELL / LOAD
(%/psf)
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-14
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
13.8' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5023 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
25
SWELL / LOAD
(%/psf)
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5015 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5021 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-11
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
22.8' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5025 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
Drill Rig: CME-55
Boring Started: 12/7/2016
BORING LOG NO. B-10
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
13.7' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5019 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
25
SWELL / LOAD
(%/psf)
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5018 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
13.3' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5022 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
Driller: Drilling Engineers, Inc.
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
20.4' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5025 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
Project No.: 20165101
Drill Rig: CME-55
Boring Started: 12/8/2016
BORING LOG NO. B-06
CLIENT: Pedcor Investments, LLC
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
13.6' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5029 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
SWELL / LOAD
(%/psf)
Carmel, Indiana
Driller: Drilling Engineers, Inc.
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
9' while drilling
13' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5022 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
13' while drilling
13.7' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5025 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
Boring Completed: 12/7/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
10.5' while drilling
10.2' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5028 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
25
SWELL / LOAD
(%/psf)
Boring Completed: 12/8/2016
PROJECT: Pedcor Fort Collins
See Supporting Information for explanation of
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
11.1' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 8029 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)
symbols and abbreviations.
North College Avenue and Trilby Road
Fort Collins, Colorado
SITE:
No free water observed while drilling
11.6' on 12/14/2016
WATER LEVEL OBSERVATIONS
TEST TYPE
COMPRESSIVE
STRENGTH
(psf)
STRAIN (%)
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5032 (Ft.)
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
15
20
SWELL / LOAD
(%/psf)