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Geotechnical Engineering Report CR 44H Structures
Approx. 10 miles of CR 44H from Ballard Road east to CR 27
Larimer County, Colorado
November 6, 2015
Terracon Project No. 20155038
Prepared for:
AVI PC
Fort Collins, Colorado
Prepared by:
Terracon Consultants, Inc.
Fort Collins, Colorado
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TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................................................ i 1.0 INTRODUCTION .............................................................................................................1 2.0 PROJECT INFORMATION .............................................................................................1
2.1 Project Description ...............................................................................................1 2.2 Site Location and Description...............................................................................2
3.0 SUBSURFACE CONDITIONS ........................................................................................2 3.1 Typical Subsurface Profile ...................................................................................2 3.2 Laboratory Testing ...............................................................................................3 3.3 Corrosion Protection ............................................................................................3 3.4 Groundwater ........................................................................................................3
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......................................4 4.1 Geotechnical Considerations ...............................................................................4
4.1.1 Existing, Undocumented Fill .....................................................................4 4.1.2 Shallow Groundwater ...............................................................................4 4.1.3 Foundation Recommendations .................................................................5
4.2 Earthwork.............................................................................................................5 4.2.1 Site Preparation ........................................................................................5 4.2.2 Excavation ................................................................................................6 4.2.3 Subgrade Preparation ...............................................................................7 4.2.4 Fill Materials and Placement ......................................................................7 4.2.5 Compaction Requirements ........................................................................9 4.2.6 Grading and Drainage ...............................................................................9
4.3 Foundations .......................................................................................................10 4.3.1 Spread Footings - Design Recommendations .........................................11 4.3.2 Spread Footings - Construction Considerations ......................................12
4.4 Seismic Considerations......................................................................................12 4.5 Lateral Earth Pressures .....................................................................................13
5.0 GENERAL COMMENTS ...............................................................................................14
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TABLE OF CONTENTS (continued)
Appendix A – FIELD EXPLORATION
Exhibit A-1 Site Location Map
Exhibits A-2 to A-13 Exploration Plan
Exhibit A-14 Field Exploration Description
Exhibits A-15 to A-46 Boring Logs
Appendix B – LABORATORY TESTING
Exhibit B-1 Laboratory Testing Description
Exhibit B-2 Atterberg Limits Test Results
Exhibits B-3 to B-9 Grain-size Distribution Test Results
Exhibits B-10 to B-13 Water-soluble Sulfate Test Results
Appendix C – SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification System
Exhibit C-3 Description of Rock Properties
Exhibit C-4 Laboratory Test Significance and Purpose
Exhibits C-5 and C-6 Report Terminology
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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EXECUTIVE SUMMARY
A geotechnical investigation has been performed for the proposed CR 44H Structures to be
constructed along approximately 10 miles of CR 44H from Ballard Road east to CR 27 in Larimer
County, Colorado. Thirty-two (32) borings, presented as Exhibits A-15 through A-46 and
designated as Boring No. 1 through Boring No. 32, were performed to depths of approximately 7 to
22½ feet below existing site grades. This report specifically addresses the recommendations for
the proposed replacement box culverts. 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:
Existing, undocumented fill was encountered in the borings performed on this site to depths
ranging from about 2½ to 9 feet below existing site grades. The fill was likely placed during
construction of the existing metal culverts, roadway embankments, and/or deposited during
a recent flood event. We anticipate the proposed foundations will extend to depths below
the encountered fill materials. If the proposed foundations will not extend below the
encountered fill materials, the existing fill soils should be removed and replaced with
engineered fill beneath proposed foundations.
The proposed culverts may be supported on shallow spread footing foundations bearing
on properly prepared on-site soils or properly placed imported fill.
Very hard bedrock was encountered at depths ranging from 6 to 21 feet below the existing
site grades. Excavation penetrating the bedrock (if any) may require the use of
specialized heavy-duty equipment, together with ripping or jack-hammering 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.
Groundwater was encountered at depths ranging from 4 to 10 feet below the existing site
grades. We anticipate construction dewatering will be required for construction of the
foundations of the proposed culverts. AS water flows increase within the drainage area,
dewatering will require more significant effort.
The amount of movement of foundations will be related to the wetting of underlying
supporting soils. Therefore, it is imperative the recommendations discussed in the 4.2.6
Grading and Drainage section of this report be followed to reduce potential movement.
The 2012 International Building Code, Table 1613.5.2 IBC seismic site classification for this
site ranges from C to D. The table in the 4.4 Seismic Considerations section of this
report presents which structures are classified as site class C or D.
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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Close monitoring of the construction operations discussed herein will be critical in
achieving the design subgrade support. 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.
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GEOTECHNICAL ENGINEERING REPORT
CR 44H Structures
Approx. 10 miles of CR 44H from Ballard Road east to CR 27
Larimer County, Colorado Terracon Project No. 20155038
November 6, 2015
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed CR 44H Structures to be constructed along approximately 10 miles of CR 44H from
Ballard Road east to CR 27 in Larimer County, Colorado (Exhibit A-1). The purpose of these
services is to provide information and geotechnical engineering recommendations relative to:
subsurface soil and bedrock conditions foundation design and construction
groundwater conditions earthwork
grading and drainage lateral earth pressures
seismic considerations
Our geotechnical engineering scope of work for this project included the initial site visit, the
advancement of 32 test borings to depths of approximately 7 to 22½ feet below existing site
grades, laboratory testing for soil engineering properties and engineering analyses to provide
box culvert foundation design and construction recommendations.
Logs of the borings along with an Exploration Plan (Exhibit A-2) are included in Appendix A.
More detailed, “zoomed in” Exploration Plans for each portion of the alignment are presented as
Exhibits A-3 through A-13 in Appendix A. The results of the laboratory testing performed on soil
and bedrock samples obtained from the site during the field exploration are included in
Appendix B.
2.0 PROJECT INFORMATION
2.1 Project Description
Item Description
Site layout Refer to the Exploration Plans (Exhibits A-2 through A-13 in Appendix A)
Proposed construction
We understand 17 three-sided, concrete box culverts will be constructed
along CR 44H. The structures will be approximately 10 feet tall by 20
feet wide.
Grading We anticipate cuts and fills on the order of 12 to 15 feet will be required
for the proposed construction.
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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Item Description
Cut and fill slopes Assumed to be no steeper than 3H:1V (Horizontal to Vertical)
2.2 Site Location and Description
Item Description
Location
The 17 structures are planned along approximately 10 miles of CR 44H
starting approximately 900 feet west of Ballard Road and CR 44H and
continuing east in Larimer County, Colorado.
Existing improvements
CR 44H is a gravel-surfaced roadway with several metal pipe culvert
crossings. We understand the flood event in 2013 damaged several
locations along this roadway. Temporary crossings were constructed at
several locations as well as reconstruction of several sections of the
roadway.
Current ground cover The ground is covered with gravel surfacing, native plants, mature trees,
and some riprap.
Existing topography The roadway surface is relatively flat with several shear rock
outcroppings and shoulder drop-offs sloping towards Buckhorn Creek.
3.0 SUBSURFACE CONDITIONS
3.1 Typical Subsurface Profile
Specific conditions encountered at each boring location are indicated on the individual boring
logs included in Appendix A. Stratification boundaries on the boring logs represent the
approximate location of changes in soil types; in-situ, the transition between materials may be
gradual. 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 (feet) Consistency/Density/Hardness
Gravel surfacing About 4 to 30 inches thick. --
Fill materials consisting of silt,
lean clay, sand, gravel, and
cobbles
About 2½ to 9 feet below existing
site grades in Boring Nos. 2, 11, 12,
17, 21, 22, 24, 25, 26, 27, and 32.
--
Sand with silt, gravel, and
cobbles/boulders
About 6 to 21 feet below existing
site grades. Very loose to very dense
Sandy lean clay About 6 feet below the existing site
grade in Boring No. 6 only Medium stiff to very stiff
Schist bedrock To the maximum depth of
exploration of about 25 feet.
Hard to very hard (highly
cemented
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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3.2 Laboratory Testing
Samples of site soils selected for plasticity testing exhibited non-plastic to medium plasticity with
liquid limits ranging from non-plastic to 36 and plasticity indices ranging from 3 to 17.
Laboratory test results are presented in Appendix B.
3.3 Corrosion Protection
Results of water-soluble sulfate testing indicate that ASTM Type I or II portland cement should
be specified for all project concrete on and below grade. Foundation concrete should be
designed for low sulfate exposure in accordance with the provisions of the ACI Design Manual,
Section 318, Chapter 4.
3.4 Groundwater
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. Boring Number
Depth to groundwater
while drilling, ft.
1 7 17 7
2 9 18 9
3 4 19 5
4 7 20 8
5 7 21 7
6 7 22 9
7 7 23 9
8 4 24 8
9 7 25 9
10 9 26 10
11 9 27 8
12 7 28 10
13 5.5 29 10
14 5.5 30 11
15 10 31 9
16 7.5 32 9
These observations represent groundwater conditions at the time of the field exploration, and
may not be indicative of other times or at other locations. Groundwater levels can be expected
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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to fluctuate with varying seasonal and weather conditions, and other factors.
Groundwater level fluctuations occur due to seasonal variations in the water levels present in
the Buckhorn Creek, amount of rainfall, runoff and other factors not evident at the time the
borings were performed. Therefore, groundwater levels during construction or at other times in
the life of the 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.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
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 geotechnical conditions that could impact design and construction of the proposed
structures and other site improvements.
4.1.1 Existing, Undocumented Fill
As previously noted, existing fill was encountered to depths up to about 9 feet in the borings
drilled at the site. We do not possess any information regarding whether the fill was placed
under the observation of a geotechnical engineer. The fill was likely placed during construction of
the existing metal culverts, roadway embankments, and/or deposited during a recent flood event.
We anticipate the proposed foundations will extend to depths below the encountered fill materials.
If the proposed foundations will not extend below the encountered fill materials, the existing fill soils
should be removed and replaced with engineered fill beneath proposed foundations.
Support of footings on or above existing fill soils is discussed in this report. However, even with
the recommended construction testing services, there is an inherent risk for the owner that
compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk
of unforeseen conditions cannot be eliminated without completely removing the existing fill, but
can be reduced by performing additional testing and evaluation. However, we anticipate the
footing elevations will extend below the existing fill materials.
4.1.2 Shallow Groundwater
As previously stated, groundwater was measured at depths ranging from about 4 to 10 feet
below existing site grades. We anticipate construction dewatering will be required for the
proposed construction. It is also possible and likely that groundwater levels below this site will
rise as water levels in the Buckhorn Creek rise.
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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4.1.3 Foundation Recommendations
The proposed culverts may be supported on spread footing foundation systems bearing on
properly prepared on-site soils or properly placed imported fill.
Bedrock was encountered at depths ranging from 6 to 21 feet below existing site
grades. Without any ground modifications, shallow footing foundations may be partially
constructed on bedrock and partially constructed on soil. We believe different foundation
support conditions below various portions of the footing foundations would result in a risk for
differential foundation movements. The magnitude of the differential movement would depend
on foundation loading conditions.
In areas where foundations will bear partially on bedrock and partially on soil, we recommend
over-excavating the bedrock and replacing with properly prepared on-site soils or imported
engineered fill to a depth that will allow equal thicknesses of soil between continuous footings
and bedrock. If half of a culvert (on one side of the creek) will bear on soil and the other half of
the culvert (on the opposite side of the creek) will bear on bedrock, we recommend over-
excavating the bedrock a minimum depth of 2 feet, and replacing the excavated bedrock with
properly placed engineered fill. On-site soils area suitable for use as engineered fill provided
they are properly prepared as presented in the 4.2 Earthwork section of this report. In areas
where the footings will bear on the bedrock, the bearing surface of the bedrock should be
thoroughly cleaned to remove any loose bedrock pieces.
4.2 Earthwork
The following presents recommendations for site preparation, excavation, 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.
4.2.1 Site Preparation
Prior to placing any fill, strip and remove existing vegetation (if any), the depth of existing fill, and
any other deleterious materials from the proposed construction areas.
Stripped organic materials should be wasted from the site or used to re-vegetate 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.
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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Benches should be wide enough to accommodate compaction and earth moving equipment, and
to allow placement of horizontal lifts of fill.
Demolition of the existing steel culverts and temporary crossings should include complete removal
of all foundation components (if any) within the proposed construction areas. 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 the existing
structures should be removed from the site, and not be allowed for use in any on-site fills.
4.2.2 Excavation
It is anticipated that excavations for the proposed construction not penetrating bedrock can be
accomplished with conventional earthmoving equipment. Excavations into the on-site soils will
encounter weak and/or saturated soil conditions with possible caving conditions.
Excavation penetrating the bedrock may require the use of specialized heavy-duty equipment,
together with ripping or jack-hammering 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 underground facilities such as septic tanks, vaults, and basements was not
observed during the site reconnaissance, such features could be encountered during construction.
If unexpected fills or underground facilities are encountered, such features should be removed
and the excavation thoroughly cleaned prior to backfill placement and/or construction.
Any over-excavation that extends below the bottom of foundation elevation should extend laterally
beyond all edges of the footings at least 8 inches per foot of over-excavation depth below the
footing base elevation. The over-excavation should be backfilled to the footing base elevation in
accordance with the recommendations presented in this report.
Depending upon depth of excavation and seasonal conditions, surface water infiltration and/or
groundwater may be encountered in excavations on the site. It is anticipated that pumping from
sumps may be utilized to control water within excavations. Well points may be required for
significant groundwater flow, or where excavations penetrate groundwater to a significant depth.
Groundwater seepage should be anticipated for excavations approaching the level of bedrock.
The subgrade soil conditions should be evaluated during the excavation process and the stability
of the soils determined at that time by the contractors’ Competent Person. Slope inclinations
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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flatter than the OSHA maximum values may have to be used. The individual contractor(s) should
be made responsible for designing and constructing stable, temporary excavations as required to
maintain stability of both the excavation sides and bottom. All excavations should be sloped or
shored in the interest of safety following local, and federal regulations, including current OSHA
excavation and trench safety standards.
As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral
distance from the crest of the slope equal to the slope height. The exposed slope face should be
protected against the elements
4.2.3 Subgrade Preparation
After the existing fill below proposed footings (if any) and any other deleterious materials have
been removed from the construction area, 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 is
placed.
If pockets of soft, loose, or otherwise unsuitable materials are encountered at the bottom of the
footing excavations and it is inconvenient to lower the footings, the proposed footing elevations
may be reestablished by over-excavating the unsuitable soils and backfilling with compacted
engineered fill. Any over-excavation should be performed in accordance with the excavation
recommendations given below.
In addition, large cobbles or boulder-sized materials may be encountered beneath footing areas.
Such conditions could create point loads on the bottom of footings, increasing the potential for
differential foundation movement. If such conditions are encountered in the footing excavations,
the cobbles and/or boulders should be removed and be replaced with engineered fill,
conditioned to near optimum moisture content and compacted.
After the bottom of the excavation has been compacted, engineered fill can be placed to bring
the foundations to the desired grade. Engineered fill should be placed in accordance with the
recommendations presented in subsequent sections of this report.
The stability of the subgrade may be affected by precipitation, repetitive construction traffic or
other factors. If unstable conditions develop, workability may be improved by scarifying and
drying. Alternatively, over-excavation of wet zones and replacement with granular materials
may be used, or crushed gravel and/or rock can be tracked or “crowded” into unstable subgrade
surface soils until a stable working surface is attained. Lightweight excavation equipment may
also be used to reduce subgrade pumping.
4.2.4 Fill Materials and Placement
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,
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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as defined by a field technician who is qualified in soil material identification and compaction
procedures, can be re-used as fill for the culvert foundations. Bedrock excavated from the site
(if any) should be thoroughly processed and broken down to pieces no larger than 4 inches in
size prior to re-use as fill. It should be noted that on-site soils may 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)
4” 100
3” 70-100
No. 4 Sieve 50-100
No. 200 Sieve 15-50
Soil Properties Value
Liquid Limit 30 (max.)
Plastic Limit 5 (max.)
Maximum Expansive Potential (%) Non-expansive1
1. Measured on a sample compacted to approximately 95 percent of the maximum dry unit weight as
determined by ASTM D698 at optimum moisture content. The sample is confined under a 100 psf
surcharge and submerged.
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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4.2.5 Compaction Requirements
Engineered fill should be placed and compacted in horizontal lifts, using equipment and
procedures that will produce recommended moisture contents and densities throughout the lift.
Item Description
Fill lift thickness
9 inches or less in loose thickness when heavy, self-
propelled compaction equipment is used
4 to 6 inches in loose thickness when hand-guided
equipment (i.e. jumping jack or plate compactor) is used
Minimum compaction requirements 95 percent of the maximum dry unit weight as determined
by ASTM D698
Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content
Moisture content cohesionless soil
(sand) -3 to +2 % of the optimum moisture content
1. We recommend engineered fill be tested for moisture content and compaction during placement.
Should the results of the in-place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction
to be achieved without the fill material pumping when proofrolled.
3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within
these materials could result in an increase in the material’s expansive potential. Subsequent
wetting of these materials could result in undesirable movement.
The recommendations for placement and compaction criteria presented assume that fill depths
will be less than 8 feet. Fills on the order of 8 feet in depth, when placed and compacted as
recommended in this report, will experience some settlement, generally 1 inch or less. The
amount and rate of settlement will be increased if water is introduced into the fill. It is noted that
settlement of the fill material due to self-weight is in addition to settlements due to structural
induced loads. In areas where fill will be placed in thicknesses of 8 feet or more, we
recommend increasing the minimum compaction requirements to 98 percent of the maximum
dry unit weight as determined by ASTM D698.
4.2.6 Grading and Drainage
All grades must be adjusted to provide effective drainage away from the proposed culverts
during construction and maintained throughout the life of the proposed project. Infiltration of
water into foundation excavations must be prevented during construction. 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.
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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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 culverts, 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 culverts. Backfill against footings 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 culverts and prior to project completion, we recommend verification of final
grading be performed to document positive drainage, as described above, has been achieved.
4.3 Foundations
The proposed culverts may be supported on spread footing foundation systems bearing on
properly prepared on-site soils or properly placed imported fill. Bedrock was encountered at
depths ranging from 6 to 21 feet below existing site grades. Without any ground modifications,
shallow footing foundations may be partially constructed on bedrock and partially constructed on
soil. We believe different foundation support conditions below various portions of the footing
foundations would result in a risk for differential foundation movements. The magnitude of the
differential movement would depend on foundation loading conditions.
In areas where foundations will bear partially on bedrock and partially on soil, we recommend
over-excavating the bedrock and replacing with properly prepared on-site soils or imported
engineered fill to a depth that will allow equal thicknesses of soil between continuous footings and
bedrock. If half of a culvert (on one side of the creek) will bear on soil and the other half of the
culvert (on the opposite side of the creek) will bear on bedrock, we recommend over-excavating
the bedrock a minimum depth of 2 feet, and replacing the excavated bedrock with properly placed
engineered fill. On-site soils area suitable for use as engineered fill provided they are properly
prepared as presented in the 4.2 Earthwork section of this report. In areas where the footings
will bear on the bedrock, the bearing surface of the bedrock should be thoroughly cleaned to
remove any loose bedrock pieces.
Design recommendations for foundations for the proposed structures and related structural
elements are presented in the following sections.
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4.3.1 Spread Footings - Design Recommendations
Description Value
Maximum allowable bearing pressure 1 On-site soils or imported fill: 3,000 psf
Bedrock: 5,000 psf
Lateral earth pressure coefficients 2
Lean clay:
Active, Ka = 0.41
Passive, Kp = 2.46
At-rest, Ko = 0.58
Granular soil/fill:
Active, Ka = 0.27
Passive, Kp = 3.69
At-rest, Ko = 0.43
Sliding coefficient 2 Granular soil/fill:
µ = 0.56
Moist soil unit weight
Lean clay:
ɣ = 120 pcf
Granular soil/fill:
ɣ = 130 pcf
Minimum embedment depth below finished
grade 3 30 inches
Estimated total movement 4 About 1 inch
Estimated differential movement 4 About ½ to ¾ of total movement
1. The recommended maximum 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 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 water from any source infiltrates
the foundation soils; therefore, proper drainage should be provided in the final design and
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Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
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during construction and throughout the life of the structure. Failure to maintain the proper
drainage as recommended in the 4.2.6 Grading and Drainage section of this report will nullify
the movement estimates provided above.
4.3.2 Spread Footings - Construction Considerations
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 4.2 Earthwork section of this report. The moisture content and
compaction of subgrade soils should be maintained until foundation construction.
Footings and foundation walls should be reinforced as necessary to reduce the potential for
distress caused by differential foundation movement.
Unstable subgrade conditions are anticipated as excavations approach the groundwater
surface. Unstable surfaces will need to be stabilized prior to backfilling excavations and/or
constructing the culvert foundations. The use of angular rock, recycled concrete and/or gravel
pushed or “crowded” into subgrade soils is considered suitable means of stabilizing the
subgrade. The use of geogrid materials in conjunction with gravel could also be considered and
could be more cost effective.
Unstable subgrade conditions should be observed by Terracon to assess the subgrade and
provide suitable alternatives for stabilization. Stabilized areas should be proof-rolled prior to
continuing construction to assess the stability of the subgrade.
Foundation excavations should be observed by Terracon. If the soil conditions encountered
differ significantly from those presented in this report, supplemental recommendations will be
required.
4.4 Seismic Considerations
Code Used 2012 International Building Code (IBC)1
Site Classification C 2 Site Classification D 2
Structure Nos. Structure Nos.
4, 7, 9, 12, 13, and 16 1, 2, 3, 5, 6, 8, 10, 11, 14, 15, and 17
1. In general accordance with the 2012 International Building Code, Table 1613.5.2.
2. The 2012 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 22½ feet and this seismic site class definition considers that similar soil and
bedrock conditions exist below the maximum depth of the subsurface exploration. A geophysical
exploration could be utilized in order to attempt to justify a more favorable seismic site class.
-
Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
Responsive ■ Resourceful ■ Reliable 13
4.5 Lateral Earth Pressures
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) Granular soil/fill - 0.27
Lean Clay - 0.41
35
49
(0.27)S
(0.41)S
(35)H
(49)H
At-Rest (Ko) Granular soil/fill - 0.43
Lean Clay - 0.58
56
70
(0.46)S
(0.58)S
(55)H
(70)H
Passive (Kp) Granular soil/fill - 3.69
Lean Clay - 2.46
480
295
---
---
---
---
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;
-
Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
Responsive ■ Resourceful ■ Reliable 14
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 maximum dry unit weight as
determined by ASTM D698;
Loading from heavy compaction equipment not included;
No hydrostatic pressures acting on wall;
No dynamic loading;
No safety factor included in soil parameters; and
Ignore passive pressure in frost zone.
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.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth-related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, 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. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, and 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.
-
Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
Responsive ■ Resourceful ■ Reliable 15
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as described in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
-
APPENDIX A
FIELD EXPLORATION
-
TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY
QUADRANGLES INCLUDE: CRYSTAL MOUNTAIN, CO (1/1/1980) and BUCKHORN
MOUNTAIN, CO (1977).
SITE LOCATION MAP
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
Project No.
File Name: Date:
A-1
Exhibit
1”=24,000 SF Scale:
MRA
EDB
EDB
BCR
10/26/2015
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-2
Exhibit
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-3
Exhibit
Structure 1
Structure 2
Structure 1
Structure 3
Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-4
Exhibit
Structure 4
Structure 1
Structure 5
Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-5
Exhibit
Structure 6
Structure 1
Structure 7
Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-6
Exhibit
Structure 8
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
Structure 9
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-7
Exhibit
Structure 10
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-8
Exhibit
Structure 11
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-9
Exhibit
Structure 12
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-10
Exhibit
Structure 13
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
Structure 14
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-11
Exhibit
Structure 15
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-12
Exhibit
Structure 16
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
-
EXPLORATION PLAN
1901 Sharp Point Drive Suite C
Ft. Collins, Colorado 80525
20155038 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
CR 44H Structures Approx. 5 miles of CR 44H from Ballard Road east towards CR 27
Larimer County, Colorado DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION
PURPOSES
Project Manager:
Drawn by:
Checked by: Approved by:
MRA
EDB
EDB
BCR
10/26/2015
Scale:
Project No.
File Name: Date:
AS SHOWN A-13
Exhibit
Structure 17
Structure 4
Structure 1 Structure 4
Structure 1 Structure 1
-
Geotechnical Engineering Report CR 44H Structures ■ Larimer County, Colorado November 6, 2015 ■ Terracon Project No. 20155038
Responsive ■ Resourceful ■ Reliable Exhibit A-14
Field Exploration Description
The locations of borings were based upon the location of proposed structures provided by the
Client. Elevation of the ground surface for Boring Nos. 1 through 22 were interpolated from
topographic maps provided to us by the Client. The borings were located in the field by
measuring from existing site features.
The borings were drilled with a CME-75 truck-mounted rotary drill rig with solid-stem augers.
During the drilling operations, lithologic logs of the borings were recorded by the field engineer.
Disturbed samples were obtained at selected intervals utilizing a 2-inch outside diameter split-
spoon sampler. 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 standard split-spoon 18 inches (final 12 inches are recorded) or the interval
indicated, is recorded as a standard penetration resistance value (N-value). The blow count
values are indicated on the boring logs at the respective sample depths.
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.
Groundwater measurements were obtained in the borings at the time of site exploration. After
completion of drilling, the borings were backfilled with auger cuttings. Some settlement of the
backfill and/or patch may occur and should be repaired as soon as possible.
-
12
10
13
8
14
17
NP
8025.5
80058004.5
7-6-5N=11
4-4-5N=9
17-15-19N=34
10-7-11N=18
22-50/6"
0.5
21.021.5
GRAVEL SURFACING, about 6 inchesSILTY SAND WITH GRAVEL (SM), trace cobbles, fine to coarse grained, grayto brown, loose to very dense
BEDROCK, very hardBoring Terminated at 21.5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 1AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-15
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 8026 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
15
20
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.572055° Longitude: -105.451864°
While drilling
WATER LEVEL OBSERVATIONS
-
11
14
9
13
15
8024.5
8016
8005.58005
4-3-4N=7
3-3-3N=6
9-12-21N=33
14-14-9N=23
50/5"
0.3
9.0
19.520.0
GRAVEL SURFACING, about 4 inchesFILL - SILTY SAND WITH GRAVEL , trace cobbles and boulders, dark brown,loose
SILTY SAND, trace gravel and cobbles, fine grained, gray to brown, mediumdense to very dense
large cobble
BEDROCK, very hardBoring Terminated at 20 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 2AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-16
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 8025 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
15
20
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.572025° Longitude: -105.45172°
While drilling
WATER LEVEL OBSERVATIONS
-
8
19
39
7
4
11
NP
8012
8005
7993
7989.5
3-2-1N=3
1-6-7N=13
14-9-10N=19
19-38-12N=50
50/6"
0.2
7.0
19.0
22.5
GRAVEL SURFACING, about 2 inchesPOORLY GRADED SAND WITH SILT (SP-SM), trace cobbles, brown, blackand gray, very loose to medium dense
SILTY SAND WITH GRAVEL, trace cobbles and boulders, fine to mediumgrained, gray and olive, medium dense to very dense
SCHIST BEDROCK, gray to olive, very hard, slightly weathered
Auger refusal at 22.5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 3AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-17
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 8012 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
15
20
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.571651° Longitude: -105.450682°
While drilling
WATER LEVEL OBSERVATIONS
-
0
11
12
9
9
5
8009.5
8002
7999
7991.5
7990.5
4-3-3N=6
3-4-5N=9
16-25-40N=65
10-16-17N=33
50/4"
0.3
8.0
11.0
18.5
19.3
GRAVEL SURFACING, about 3 inchesSILTY SAND WITH GRAVEL, trace cobbles, fine grained, dark brown, loose
POORLY GRADED SAND WITH GRAVEL, coarse grained, yellow, very dense
SILTY SAND WITH GRAVEL, fine grained, dark brown, dense
BEDROCK, gray, very hard
Boring Terminated at 19.3 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 4AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-18
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 8010 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
15
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.571577° Longitude: -105.45061°
While drilling
WATER LEVEL OBSERVATIONS
-
16
18
28
7
NP
7991
7990
4-4-2N=6
1-2-3N=5
19-17-16N=33
11.0
12.0
SILTY SAND, trace gravel, fine grained, brown to black
with cobbles, loose to dense
BEDROCK, very hard
Auger refusal at 12 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 5AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-19
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 8002 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.571452° Longitude: -105.449521°
While drilling
WATER LEVEL OBSERVATIONS
-
10
13
6
7989
7988
5-6-4N=10
5-3-3N=6
12-32-23N=55
12.0
13.0
SILTY SAND WITH GRAVEL, olive to dark brown
trace cobbles, loose to very dense
BEDROCK, very hard
Auger refusal at 13 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 6AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-20
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 8001 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.57141° Longitude: -105.449399°
While drilling
WATER LEVEL OBSERVATIONS
-
5
0
18
14
8
7925.5
7924.5
8-10-14N=24
4-24-45N=69
7-13-28N=41
10-12-13N=25
50/6"
18.5
19.5
SILTY SAND WITH GRAVEL, trace cobbles and boulders, fine to mediumgrained, brown, medium dense to very dense
SCHIST BEDROCK, gray, very hard
Boring Terminated at 19.5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 7AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-21
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 7944 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
15
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.572955° Longitude: -105.443517°
While drilling
WATER LEVEL OBSERVATIONS
-
7
38
16 NP
7942.5
7937
7936
5-9-5N=14
3-5-6N=11
0.4
6.0
7.0
GRAVEL SURFACING, about 5 inchesPOORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), with cobblesand boulders, black, brown and reddish-brown, medium dense
BEDROCK, very hard
Auger refusal at 7 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 8AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-22
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 7943 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.573001° Longitude: -105.44342°
While drilling
WATER LEVEL OBSERVATIONS
-
3
8
13
8
0
NP
7991.5
7984
79757974.5
7-12-11N=23
5-6-7N=13
23-21-21N=42
50/1"
0.7
8.0
17.017.5
GRAVEL SURFACING, about 8 inches
SILTY SAND WITH GRAVEL, trace cobbles, fine grained, brown to gray,medium dense
POORLY GRADED GRAVEL WITH SAND, trace cobbles, fine to coarsegrained, brown, gray and black, dense to very dense
BEDROCK, very hardAuger refusal at 17.5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 9AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-23
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 7992 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
15
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.574997° Longitude: -105.442395°
While drilling
WATER LEVEL OBSERVATIONS
-
11
10
10
15
10
NP
7991
79777976.5
4-5-2N=7
2-1-1N=2
5-7-19N=26
29-37-33N=70
1.0
15.015.5
GRAVEL SURFACING, about 12 inches
POORLY GRADED SAND WITH SILT AND GRAVEL, trace cobbles andboulders, fine to coarse grained, dark brown, very loose to medium dense
SCHIST BEDROCK, black and gray, hardBoring Terminated at 15.5 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 10AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-24
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 7992 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
15
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.575048° Longitude: -105.442305°
While drilling
WATER LEVEL OBSERVATIONS
-
1
8
7
9 NP
7667
7659
7654.57654
5-7-7N=14
4-4-2N=6
10-10-9N=19
1.0
9.0
13.514.0
GRAVEL SURFACING, about 12 inches
FILL - SILTY SAND WITH GRAVEL , trace cobbles, gray to brown, loose tomedium dense
POORLY GRADED GRAVEL WITH SAND (GP), with cobbles, olive and black,medium dense
BEDROCK, very hardAuger refusal at 14 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 11AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-25
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 7668 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
10
FIE
LD T
ES
TR
ES
ULT
S
DEPTH
LOCATION See Exhibit A-2
Latitude: 40.569185° Longitude: -105.428371°
While drilling
WATER LEVEL OBSERVATIONS
-
4017
8
36-19-17
7664.5
7661
7659.57659
2-2-2N=4
4-3-4N=7
1.5
5.2
6.57.0
GRAVEL SURFACING, about 18 inches
FILL - CLAYEY GRAVEL WITH SAND (GC), brown, loose
SILTY SAND WITH GRAVEL, fine to medium grained, reddish-brown
BEDROCK, very hardAuger refusal at 7 Feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
201
550
38.G
PJ
TE
RR
AC
ON
2015
.GD
T 1
1/5
/15
Approx. 5 miles on CR44H from Ballard Road east toward CR 27 Larimer County, ColoradoSITE:
Page 1 of 1
Advancement Method:4-inch solid flight auger
Abandonment Method:Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite CFort Collins, Colorado
Notes:
Project No.: 20155038
Drill Rig: CME-75
Boring Started: 8/19/2015
BORING LOG NO. 12AVI PCCLIENT:Fort Collins, CO
Driller: Drilling Engineers, Inc.
Boring Completed: 8/19/2015
Exhibit: A-26
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
PROJECT: CR44H Structures
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
ATTERBERGLIMITS
LL-PL-PISurface Elev.: 7666 (Ft.)
ELEVATION (Ft.)
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
DE
PT
H (
Ft.)
5
FIE
LD T
ES
TR
ES
ULT
S
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