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Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design
Fort Collins, Colorado
June 14, 2018
Terracon Project No. 20185024
Prepared for:
Pedcor Investments, LLC
Carmel, Indiana
Prepared by:
Terracon Consultants, Inc.
Fort Collins, Colorado
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REPORT TOPICS
REPORT TOPICS
REPORT SUMMARY ....................................................................................................... i
INTRODUCTION ............................................................................................................. 1
SITE CONDITIONS ......................................................................................................... 1
PROJECT DESCRIPTION .............................................................................................. 2
GEOTECHNICAL CHARACTERIZATION ...................................................................... 3
CORROSIVITY................................................................................................................ 4
GEOTECHNICAL OVERVIEW ....................................................................................... 4
EARTHWORK................................................................................................................. 5
PAVEMENTS .................................................................................................................. 9
GENERAL COMMENTS ............................................................................................... 11
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ATTACHMENTS
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS (EXPLORATION AND TESTING PROCEDURES, Boring
Logs and Laboratory Data)
SUPPORTING INFORMATION (General Notes and Unified Soil Classification System)
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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REPORT SUMMARY
Topic
1
Overview Statement
2
Project
Overview
A geotechnical exploration has been performed for the proposed Pedcor Fort Collins
CDOT Pavement Design to be constructed south of South College Avenue and Trilby
Road in Fort Collins, Colorado. Two (2) borings were performed to depths of
approximately 5 to 10 feet below existing site grades.
Subsurface
Conditions
Subsurface conditions encountered in our exploratory borings generally consisted of
about 4 to 10 feet of sandy lean clay. Weathered claystone bedrock was encountered
at a depth of approximately 4 feet below existing site grades on one of the borings
performed at the site. Boring logs are presented in the Exploration Results section
of this report.
Groundwater
Conditions
Groundwater was encountered in one of our test borings at depths of about 10 feet
below existing site grades at the time of 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 the nearby Robert Benson Lake.
Geotechnical
Concerns
■ Expansive soils are present on this site and these conditions constitute a geologic
hazard. This report provides recommendations to help mitigate the effects of soil
shrinkage and expansion. However, even if these procedures are followed, some
movement and cracking in the pavements and flatwork is possible. The severity of
cracking and other damage will probably increase if modification of the site results
in excessive wetting or drying of the expansive clays. Eliminating the risk of
movement and cosmetic distress is generally not feasible, but it may be possible to
further reduce the risk of movement if significantly more expensive measures are
used during construction. It is imperative the recommendations described in section
Grading and Drainage of this report be followed to reduce potential movement.
■ Shallow bedrock was encountered at depths of about 4 feet in one of the borings
completed at the site. Excavation penetrating the bedrock may require the use of
specialized heavy-duty equipment, together with ripping or jack-hammering drilling
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.
■ Soft lean clay soils were encountered at depths of about 9 feet in one of the borings
completed at the site. These materials can be susceptible to disturbance and loss
of strength under repeated construction traffic loads and unstable conditions could
develop. Stabilization of soft soils may be required at some locations to provide
adequate support for construction equipment and proposed structures. Terracon
should be contacted if these conditions are encountered to observe the conditions
exposed and to provide guidance regarding stabilization (if needed).
Earthwork
On-site soils typically appear suitable for use as general engineered fill and backfill on
the site provided they are placed and compacted as described in this report. Import
materials (if needed) should be evaluated and approved by Terracon prior to delivery
to the site. Earthwork recommendations are presented in the Earthwork section of
this report.
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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Topic
1
Overview Statement
2
Grading and
Drainage
The amount of movement of the proposed pavements will be related to the wetting of
underlying supporting soils. Therefore, it is imperative the recommendations discussed
in the Grading and Drainage section of the Earthwork this report be followed to
reduce potential movement. As discussed in the Grading and Drainage section of
this report, surface drainage should be designed, constructed and maintained to
provide rapid removal of surface water runoff away from the existing and proposed
buildings and pavements. Water should not be allowed to pond adjacent to or on
pavements and conservative irrigation practices should be followed to avoid wetting
pavement subgrade. Excessive wetting of subgrade soils can cause movement and
distress to the proposed pavements.
Pavements
Recommended Pavement thicknesses for this project include 6 inches of asphalt over
8 inches of aggregate base course in the proposed turn lanes. Additional pavement
section alternatives and discussion are presented in the report.
Construction
Observation
and Testing
Close monitoring of the construction operations and implementing drainage
recommendations discussed herein will be critical in achieving the intended
foundation, slab and pavement performance. We therefore recommend that Terracon
be retained to monitor this portion of the work.
General
Comments
This section contains important information about the limitations of this geotechnical
engineering report.
1. If the reader is reviewing this report as a pdf, the topics (bold orange font) above can be used to access the
appropriate section of the report by simply clicking on the topic itself.
2. This summary is for convenience only. It should be used in conjunction with the entire report for design
purposes.
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INTRODUCTION
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design
South College Avenue and Trilby Road
Fort Collins, Colorado
Terracon Project No. 20185024
June 14, 2018
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed turn lanes to be located along northbound South College
Avenue south of Trilby Road in Fort Collins, Colorado. The purpose of these services is to provide
information and geotechnical engineering recommendations relative to:
■ Subsurface soil and rock conditions ■ Site preparation and earthwork
■ Groundwater conditions ■ Excavation considerations
■ Pavement design and construction
The geotechnical engineering scope of services for this project included the advancement of two
(2) test borings to depths ranging from approximately 5 to 10 feet below existing site grades.
Maps showing the site and boring locations are shown in the Site Location and Exploration
Plan sections, respectively. The results of the laboratory testing performed on soil and bedrock
samples obtained from the site during the field exploration are included on the boring logs and as
separate graphs in the Exploration Results section of this report.
SITE CONDITIONS
The following description of site conditions is derived from our site visit in association with the
field exploration and our review of publicly available geologic and topographic maps.
Item Description
Parcel Information
The project site is located south of the intersection of South College Avenue
(Highway 287) and East Trilby Road in Fort Collins, Colorado. The
approximate Latitude/Longitude of the center of the site is 40.49043°
N/105.07562°W (Please refer to Site Location).
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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Item Description
Existing
Improvements
The project site is currently abandoned farmland that appears to be mowed
on a semi-regular basis. An abandoned single-story bakery structure is
located on the west side 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 west, followed by single-family residences and commercial
developments. To the north and east of the site are single-family residences,
vacant land and irrigated farmland. To the south of the site is Robert Benson
Lake.
Current Ground
Cover
The proposed roadway widening area is covered with mowed native grasses
and weeds, the existing pavement material on North College Avenue and
asphalt concrete.
Existing Topography
The project site has rolling hills, slopping gradually downward to the south of
the site. The widening areas slopes away from South College Avenue.
PROJECT DESCRIPTION
Our initial understanding of the project was provided in our proposal and was discussed in the
project planning stage. A period of collaboration has transpired since the project was initiated,
and our final understanding of the project conditions is as follows:
Item Description
Information Provided
Information provided via email correspondence with Bruce Hagen of
Pedcor Investments, LLC and site plan provided by Aspen Engineering.
Project Description
Based on the provided plans, we understand the project includes the
widening of South College Avenue (US Highway 287) at the proposed
Lakeview on the Rise apartments. The proposed widening extends
approximately 850 feet along the existing roadway and includes a right turn
lane and acceleration lane from the proposed development.
Grading/Slopes
We anticipate minor cuts and fills on the order of 5 feet or less will be
required to achieve proposed grades.
Pavements
Based on provided traffic information we understand the following
estimated traffic values.
1,214 weekday vehicle ends
92 morning peak hour vehicle trip ends
117 afternoon peak hour vehicle trip ends
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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GEOTECHNICAL CHARACTERIZATION
Subsurface Profile
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
Top Soil, Gravel surface and/or
vegetative layer
About 4 to 6 inches below
existing site grades.
--
Sandy lean clay About 4 to 9 feet below existing
site grades.
Very stiff to soft
Claystone bedrock
To the maximum depth of
exploration of about 5 feet.
Weathered
Groundwater Conditions
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. 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.
Elevation of groundwater while
drilling, ft.
1 10 5,019
2 Not encountered Backfilled after drilling
These observations represent groundwater conditions at the time of the field exploration, and may
not be indicative of other times or at other locations. Groundwater levels can be expected to
fluctuate with varying seasonal and weather conditions, and other factors.
Groundwater level fluctuations occur due to seasonal variations in the water levels present in the
Robert Benson Lake, 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 pavement may be higher or lower than the levels indicated on the boring logs. The possibility
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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of groundwater level fluctuations should be considered when developing the design and
construction plans for the project.
CORROSIVITY
Results of water-soluble sulfate testing indicate Exposure Class S0 according to ACI 318. ASTM
Type I portland cement should be specified for all project concrete on and below grade.
Foundation concrete should be designed for low sulfate exposure in accordance with the
provisions of the ACI Design Manual, Section 318, Chapter 4.
GEOTECHNICAL OVERVIEW
Based on subsurface conditions encountered in the borings, the site appears suitable for the
proposed construction from a geotechnical point of view provided certain precautions and design
and construction recommendations described in this report are followed and the owner
understands the inherent risks associated with construction on sites underlain by expansive soils.
We have identified several geotechnical conditions that could impact design, construction and
performance of the proposed pavements. These included shallow bedrock, expansive soils and
bedrock, and potentially soft, low strength clay soils. These conditions will require particular
attention in project planning, design and during construction and are discussed in greater detail
in the following sections.
Expansive Soils and Bedrock
Expansive soils are present on this site and these conditions constitute a geologic hazard. This
report provides recommendations to help mitigate the effects of soil shrinkage and expansion.
However, even if these procedures are followed, some movement and cracking in the pavements,
and flatwork is possible. The severity of cracking and other damage will probably increase if
modification of the site results in excessive wetting or drying of the expansive clays. Eliminating
the risk of movement and cosmetic distress is generally not feasible, but it may be possible to
further reduce the risk of movement if significantly more expensive measures are used during
construction. It is imperative the recommendations described in section Grading and Drainage
of this report be followed to reduce potential movement.
Shallow Bedrock
Shallow bedrock was encountered at a depth of about 4 feet in one of the borings completed at
the site. Excavation penetrating the bedrock may require the use of specialized heavy-duty
equipment, together with ripping or jack-hammering drilling to advance the excavation and facilitate
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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rock break-up and removal. Consideration should be given to obtaining a unit price for difficult
excavation in the contract documents for the project.
Low Strength Soils
Soft lean clay soils were encountered at depths of about 9 feet in one of the borings completed
at the site. These materials can be susceptible to disturbance and loss of strength under repeated
construction traffic loads and unstable conditions could develop. Stabilization of soft soils may
be required at some locations to provide adequate support for construction equipment and
proposed structures. Terracon should be contacted if these conditions are encountered to
observe the conditions exposed and to provide guidance regarding stabilization (if needed).
The General Comments section provides an understanding of the report limitations.
EARTHWORK
The following presents recommendations for site preparation, excavation, subgrade preparation,
fill materials, compaction requirements, utility trench backfill, grading and drainage. Earthwork on
the project should be observed and evaluated by Terracon. Evaluation of earthwork should
include observation and/or testing of over-excavation, subgrade preparation, placement of
engineered fills, subgrade stabilization and other geotechnical conditions exposed during the
construction of the project.
Site Preparation
Prior to placing any fill, strip and remove existing vegetation, topsoil, and any other deleterious
materials from the proposed construction areas.
Stripped organic materials should be wasted from the site or used to re-vegetate landscaped areas
or exposed slopes after completion of grading operations. Prior to the placement of fills, the site
should be graded to create a relatively level surface to receive fill, and to provide for a relatively
uniform thickness of fill beneath proposed structures.
If fill is placed in areas of the site where existing slopes are steeper than 5:1 (horizontal:vertical),
the area should be benched to reduce the potential for slippage between existing slopes and fills.
Benches should be wide enough to accommodate compaction and earth moving equipment, and
to allow placement of horizontal lifts of fill.
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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Excavation
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
Excavation penetrating the bedrock may require the use of specialized heavy-duty equipment,
together with ripping or jack-hammering drilling 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 or underground facilities such as grease pits, septic tanks, vaults,
basements, and utilities was not observed during the site reconnaissance, such features could be
encountered during construction. If unexpected underground facilities are encountered, such
features should be removed and the excavation thoroughly cleaned prior to backfill placement
and/or construction.
The subgrade soil conditions should be evaluated during the excavation process and the stability
of the soils determined at that time by the contractors’ Competent Person. Slope inclinations flatter
than the OSHA maximum values may have to be used. The individual contractor(s) should be
made responsible for designing and constructing stable, temporary excavations as required to
maintain stability of both the excavation sides and bottom. All excavations should be sloped or
shored in the interest of safety following local, and federal regulations, including current OSHA
excavation and trench safety standards.
As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral
distance from the crest of the slope equal to the slope height. The exposed slope face should be
protected against the elements
Subgrade Preparation
After vegetative layer and existing gravel surface driveway materials have been removed from
the pavement area, the top 10 inches of the exposed ground surface should be scarified, moisture
conditioned, and recompacted to at least 95 percent of the maximum dry unit weight as
determined by ASTM D698 before any new fill or pavement is placed.
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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After the bottom of the excavation has been compacted, engineered fill can be placed to bring the
pavement subgrade to the desired grade. Engineered fill should be placed in accordance with
the recommendations presented in subsequent sections of this report.
The stability of the subgrade may be affected by precipitation, repetitive construction traffic or
other factors. If unstable conditions develop, workability may be improved by scarifying and
drying. Alternatively, over-excavation of wet zones and replacement with granular materials may
be used, or crushed gravel and/or rock can be tracked or “crowded” into the unstable surface soil
until a stable working surface is attained. Use of fly ash or geotextiles could also be considered
as a stabilization technique. Laboratory evaluation is recommended to determine the effect of
chemical stabilization on subgrade soils prior to construction. Lightweight excavation equipment
may also be used to reduce subgrade pumping.
Fill Materials
The on-site soils or approved granular and low plasticity cohesive imported materials may be used
as fill material. Bedrock excavated during site development and construction can be reused as fill
provided the material is broken down and thoroughly processed to a “soil-like” consistency, with
no particles greater than 2 inches in size. The earthwork contractor should expect significant
mechanical processing and moisture conditioning of the site soils and/or bedrock will be needed
to achieve proper compaction
Imported soils (if required) should meet the following material property requirements:
Gradation Percent finer by weight (ASTM C136)
4” 100
3” 70-100
No. 4 Sieve 50-100
No. 200 Sieve 15-60
Soil Properties Values
Liquid Limit 35 (max.)
Plastic Limit 6 (max.)
R-value 21 (min.)
Other import fill materials types may be suitable for use on the site depending upon proposed
application and location on the site, and could be tested and approved for use on a case-by-case
basis. As presented avove, we recommend fill placed within the roadway areas exhibit an R-
value of at least 21 to be consistent with our pavement design calculations.
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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Compaction Requirements
Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures
that will produce recommended moisture contents and densities throughout the lift.
Item Description
Fill lift thickness
9 inches or less in loose thickness when heavy, self-
propelled compaction equipment is used
4 to 6 inches in loose thickness when hand-guided
equipment (i.e. jumping jack or plate compactor) is used
Minimum compaction requirements
95 percent of the maximum dry unit weight as determined by
ASTM D698.
Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content
Moisture content cohesionless soil
(sand)
-3 to +3 % of the optimum moisture content
1. We recommend engineered fill be tested for moisture content and compaction during placement.
Should the results of the in-place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to
be achieved without the fill material pumping when proofrolled.
3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within these
materials could result in an increase in the material’s expansive potential. Subsequent wetting of these
materials could result in undesirable movement.
Grading and Drainage
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.
Construction Observation and Testing
The earthwork efforts should be monitored under the direction of Terracon. Monitoring should
include documentation of adequate removal of vegetation and topsoil, proof-rolling and mitigation
of areas delineated by the proof-roll to require mitigation.
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved
by Terracon prior to placement of additional lifts. Each lift of fill should be tested for density and
water content at a frequency of at least one test for every 5,000 square feet in pavement areas.
In addition to the documentation of the essential parameters necessary for construction, the
continuation of Terracon into the construction phase of the project provides the continuity to
maintain the Terracon’s evaluation of subsurface conditions, including assessing variations and
associated design changes.
PAVEMENTS
Pavements – Subgrade Preparation
On most project sites, the site grading is accomplished relatively early in the construction phase.
Fills are typically placed and compacted in a uniform manner. However, as construction
proceeds, the subgrade may be disturbed due to utility excavations, construction traffic,
desiccation, or rainfall/snow melt. As a result, the pavement subgrade may not be suitable for
pavement construction and corrective action will be required. The subgrade should be carefully
evaluated at the time of pavement construction for signs of disturbance or instability. We
recommend the pavement subgrade be thoroughly proofrolled with a loaded tandem-axle dump
truck prior to final grading and paving. All pavement areas should be moisture conditioned and
properly compacted to the recommendations in this report immediately prior to paving.
Pavements – Design Recommendations
Design of pavements for the project have been based on the procedures outlined in the 1993
Guideline for Design of Pavement Structures prepared by the American Association of State
Highway and Transportation Officials (AASHTO), the CDOT Pavement Design Manual and the
designed using the required 20-year ME Software.
A sample of the fill materials selected for swell-consolidation testing swelled approximately 0.9 to
1.9 percent when wetted under an applied pressure of 150 psf which is less than the maximum 2
percent criteria typically used to determine if swell-mitigation is required.
Based on provided traffic information of 1,214 weekday vehicle ends, 92 morning peak hour
vehicle trip ends and 117 afternoon peak hour vehicle trip ends we calculated a 18-kip equivalent
single-axle load (ESAL) of 0.14M for the 20 year design. This traffic design values should be
verified by the civil engineer or owner prior to final design and construction. If the actual traffic
values vary from the assumed values, the pavement thickness recommendations may not be
applicable. When the actual traffic design information is available Terracon should be contacted
so that the design recommendations can be reviewed and revised if necessary.
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with an inherent
reliability of 85 percent and a design life of 20 years. Using the measured design R-value of 21,
appropriate ESAL, environmental criteria and other factors, we have calculated the following
minimum sections for the proposed turn lanes. These values to not include mainline traffic from
South College Avenue or construction traffic for the development of the proposed apartment
complex. If this roadway will be used for a main traffic lane, this pavement design would need to be
revised.
Recommended pavement thicknesses are provided in the table below and in our Exploration
Results section of this report.
Recommended Pavement Thicknesses (Inches)
Asphaltic Concrete Surface Aggregate Base Course Total
6 8 9½
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 6 specifications is recommended for aggregate base
course. Aggregate base course should be placed in lifts not exceeding 6 inches and compacted
to a minimum of 95 percent of the maximum dry unit weight as determined by ASTM D698.
Asphaltic concrete should be composed of a mixture of aggregate, filler and additives (if required)
and approved bituminous material. The asphalt concrete should conform to approved mix
designs stating the Superpave properties, optimum asphalt content, job mix formula and
recommended mixing and placing temperatures. Aggregate used in asphalt concrete should
meet particular gradations. Material meeting CDOT Grading S or SX specifications or equivalent
is recommended for asphalt concrete. Mix designs should be submitted prior to construction to
verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and compacted
within a range of 92 to 96 percent of the theoretical maximum (Rice) density (ASTM D2041).
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;
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
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■ Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils; and
■ Placing compacted, low permeability backfill against the exterior side of curb and gutter.
Pavements – Construction Considerations
Openings in pavement, such as landscape islands, are sources for water infiltration into
surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade
soils thereby degrading support of the pavement. This is especially applicable for islands with
raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design
for the pavements with these conditions should include features to restrict or to collect and
discharge excess water from the islands. Examples of features are edge drains connected to the
storm water collection system or other suitable outlet and impermeable barriers preventing lateral
migration of water such as a cutoff wall installed to a depth below the pavement structure.
Pavements – Maintenance
Preventative maintenance should be planned and provided for an ongoing pavement
management program in order to enhance future pavement performance. Preventive
maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching)
and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first
priority when implementing a planned pavement maintenance program and provides the highest
return on investment for pavements.
GENERAL COMMENTS
As the project progresses, we address assumptions by incorporating information provided by the
design team, if any. Revised project information that reflects actual conditions important to our
services is reflected in the final report. The design team should collaborate with Terracon to
confirm these assumptions and to prepare the final design plans and specifications. This facilitates
the incorporation of our opinions related to implementation of our geotechnical recommendations.
Any information conveyed prior to the final report is for informational purposes only and should
not be considered or used for decision-making purposes.
Our analysis and opinions are based upon our understanding of the project, the geotechnical
conditions in the area, and the data obtained from our site exploration. Natural variations will occur
between exploration point locations or due to the modifying effects of construction or weather.
The nature and extent of such variations may not become evident until during or after construction.
Terracon should be retained as the Geotechnical Engineer, where noted in the final report, to
provide observation and testing services during pertinent construction phases. If variations
appear, we can provide further evaluation and supplemental recommendations. If variations are
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
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noted in the absence of our observation and testing services on-site, we should be immediately
notified so that we can provide evaluation and supplemental recommendations.
Our scope of services does not include either specifically or by implication any environmental or
biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of
pollutants, hazardous materials or conditions. If the owner is concerned about the potential for
such contamination or pollution, other studies should be undertaken.
Our services and any correspondence or collaboration through this system are intended for the
sole benefit and exclusive use of our client for specific application to the project discussed and
are accomplished in accordance with generally accepted geotechnical engineering practices with
no third party beneficiaries intended. Any third party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our client. Reliance
upon the services and any work product is limited to our client, and is not intended for third parties.
Any use or reliance of the provided information by third parties is done solely at their own risk. No
warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation cost. Any
use of our report in that regard is done at the sole risk of the excavating cost estimator as there
may be variations on the site that are not apparent in the data that could significantly impact
excavation cost. Any parties charged with estimating excavation costs should seek their own site
characterization for specific purposes to obtain the specific level of detail necessary for costing.
Site safety, and cost estimating including, excavation support, and dewatering
requirements/design are the responsibility of others. If changes in the nature, design, or location
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.
ATTACH MENTS
ATTACHMENTS
SITE LOCA TION AND EXPLORATION PLANS
SITE LOCATION AND EXPLORATION PLANS
SITE LOCATION
Pedcor CDOT Pavements ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY
QUADRANGLES INCLUDE: FORT COLLINS, CO (1984) and LOVELAND, CO (1984).
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
NOT INTENDED FOR CONSTRUCTION PURPOSES
SITE
EXPLORATION PLAN
Pedcor CDOT Pavements ■ Fort Collins, CO
June 14, 2018 ■ Terracon Project No. 20185024
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
NOT INTENDED FOR CONSTRUCTION PURPOSES
AERIAL PHOTOGRAPHY PROVIDED
BY MICROSOFT BING MAPS
EXPLORATION RESULTS
EXPLORATION RESULTS
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
Responsive ■ Resourceful ■ Reliable
EXPLORATION AND TESTING PROCEDURES
Field Exploration
The field exploration program consisted of the following:
Number of Borings Planned Boring Depth (feet)
1
Planned Location
2 5 to 10 Along the proposed roadway widening
1. Proposed borings were completed to the planned depths below existing site grades or practical auger refusal,
if shallower.
Boring Layout and Elevations: We used handheld GPS equipment to locate borings with an
estimated horizontal accuracy of +/-20 feet. A ground surface elevation at each boring was is
obtained by Terracon using an engineer’s level, referencing a previously surveyed marker with a
known elevation, as shown on our Exploration Plan.
Subsurface Exploration Procedures: We advanced soil borings with a truck-mounted drill rig
using continuous-flight augers (solid-stem and/or hollow-stem, as necessary, depending on
subsurface conditions). Three samples were obtained in the upper 10 feet of each boring. Soil
sampling was typically performed ring-lined split-barrel, and/or standard split-barrel sampling
procedures. For the standard split-barrel sampling procedure, a standard 2-inch outer diameter
split-barrel sampling spoon is driven into the ground by a 140-pound automatic hammer falling a
distance of 30 inches. The number of blows required to advance the sampling spoon the last 12
inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT)
resistance value. The SPT resistance values, also referred to as N-values, are indicated on the
boring logs at the test depths. For the ring-lined split-barrel sampling procedure, a 3-inch outer
diameter split-barrel sampling spoon is used for sampling. Ring-lined, split-barrel sampling
procedures are similar to standard split-barrel sampling procedures; however, blow counts are
typically recorded for 6-inch intervals for a total of 12 inches of penetration. In addition, a bulk
sample was collected from auger cuttings obtained in the upper 5 feet of the two borings
completed on the site. The samples were placed in appropriate containers, taken to our soil
laboratory for testing, and classified by a geotechnical engineer.
In addition, we observed and recorded groundwater levels during drilling observations.
Our exploration team prepared field boring logs as part of standard drilling operations including
sampling depths, penetration distances, and other relevant sampling information. Field logs include
visual classifications of materials encountered during drilling, and our interpretation of subsurface
conditions between samples. Final boring logs, prepared from field logs, represent the
geotechnical engineer's interpretation, and include modifications based on observations and
laboratory test results.
Geotechnical Engineering Report
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
Responsive ■ Resourceful ■ Reliable
Property Disturbance: We backfilled borings with auger cuttings and bentonite chips after
completion. Our services did not include repair of the site beyond backfilling our boreholes.
Excess auger cuttings were dispersed in the general vicinity of the boreholes. Because backfill
material often settles below the surface after a period, we recommend checking boreholes
periodically and backfilling, if necessary.
Laboratory Testing
The project engineer reviewed field data and assigned various laboratory tests to better
understand the engineering properties of various soil strata. Laboratory testing was conducted in
general accordance with applicable or other locally recognized standards. Testing was performed
under the direction of a geotechnical engineer and included the following:
■ Visual classification ■ Moisture content
■ Dry density ■ Atterberg limits
■ Grain-size analysis ■ One-dimensional swell
■ Water-soluble sulfates ■ R-value
Our laboratory testing program included examination of soil samples by an engineer. Based on
the material’s texture and plasticity, we described and classified soil samples in accordance with
the Unified Soil Classification System (USCS). Soil and bedrock samples obtained during our
field work will be disposed of after laboratory testing is complete unless a specific request is made
to temporarily store the samples for a longer period of time.
7
14
104
47-20-27
5035
5031
5029.5
12-16
7-11-12
N=23
+1.9/150
0.3
4.0
5.5
GRAVEL SURFACE WITH SOME VEGETATION, approximately 4
inches
SANDY LEAN CLAY, light brown to tan, very stiff
WEATHERED CLAYSTONE (CL), tan with orange and gray,
weathered
Boring Terminated at 5.5 Feet
GRAPHIC LOG
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185024 PEDCOR CDOT PAVEM.GPJ TERRACON_DATATEMPLATE.GDT 6/7/18
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5035.2 (Ft.)
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
SAMPLE TYPE
FIELD TEST
RESULTS
SWELL / LOAD
(%/psf)
DEPTH
LOCATION See Exploration Plan
Latitude: 40.4909° Longitude: -105.07716°
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with Auger Cuttings and Bentonite
1901 Sharp Point Dr, Ste C
Fort Collins, CO
Notes:
Project No.: 20185024
Drill Rig: CME-75
Boring Started: 05-29-2018
BORING LOG NO. 1
CLIENT: Pedcor Investments, LLC
Carmel, IN
Driller: Drilling Engineers, Inc.
Boring Completed: 05-29-2018
8
12
24
95
93 31-16-15
5030
5020
8-11
5-4
1-1-2
N=3
+0.9/150
0.5
10.5
VEGETATIVE LAYER, approximately 6 inches
SANDY LEAN CLAY (CL), light brown to tan, medium stiff to very
stiff
soft
Boring Terminated at 10.5 Feet
GRAPHIC LOG
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185024 PEDCOR CDOT PAVEM.GPJ TERRACON_DATATEMPLATE.GDT 6/7/18
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
LL-PL-PI
ATTERBERG
LIMITS
ELEVATION (Ft.)
Surface Elev.: 5030.3 (Ft.)
WATER LEVEL
OBSERVATIONS
DEPTH (Ft.)
5
10
SAMPLE TYPE
FIELD TEST
RESULTS
SWELL / LOAD
(%/psf)
DEPTH
LOCATION See Exploration Plan
Latitude: 40.49005° Longitude: -105.07716°
Page 1 of 1
Advancement Method:
4-inch solid-stem augers
Abandonment Method:
Boring backfilled with Auger Cuttings and Bentonite
1901 Sharp Point Dr, Ste C
Fort Collins, CO
Notes:
Project No.: 20185024
Drill Rig: CME-75
Boring Started: 05-29-2018
BORING LOG NO. 2
CLIENT: Pedcor Investments, LLC
Carmel, IN
Driller: Drilling Engineers, Inc.
Boring Completed: 05-29-2018
0
10
20
30
40
50
60
0 20 40 60 80 100
CL or OL CH or OH
ML or OL
MH or OH
"U" Line
"A" Line
ATTERBERG LIMITS RESULTS
ASTM D4318
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
CL
CL
LEAN CLAY
SANDY LEAN CLAY
Boring ID Depth LL PL PI Fines USCS Description
1
2
4 - 5.5
4 - 5
47
31
20
16
27
15
87
57
CLIENT: Pedcor Investments, LLC
Carmel, IN
1901 Sharp Point Dr, Ste C
Fort Collins, CO
PROJECT NUMBER: 20185024
SITE: South College Avenue
Fort Collins, Colorado
PROJECT: Pedcor CDOT Pavements
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20185024 PEDCOR CDOT PAVEM.GPJ TERRACON_DATATEMPLATE.GDT 6/4/18
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
6 16
20 30
40
GRAIN SIZE DISTRIBUTION
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
4 1.5 50
6 8 200
10 14
1 3/4
1/2 60
HYDROMETER
3/8 3 100
3 2 140
GRAIN SIZE IN MILLIMETERS
PERCENT FINER BY WEIGHT
ASTM D422 / ASTM C136
4
CLIENT: Pedcor Investments, LLC
Carmel, IN
1901 Sharp Point Dr, Ste C
Fort Collins, CO
PROJECT NUMBER: 20185024
SITE: South College Avenue
Fort Collins, Colorado
PROJECT: Pedcor CDOT Pavements
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 20185024 PEDCOR CDOT PAVEM.GPJ TERRACON_DATATEMPLATE.GDT 6/4/18
Boring ID Depth USCS Classification AASHTO Classification LL PL PI Cc Cu
1
2
1
2
Boring ID Depth D100 D60 D30 D10 %Gravel %Sand %Silt
coarse fine coarse medium fine
COBBLES GRAVEL SAND
SILT OR CLAY
%Fines %Clay
WC (%)
86.6
-10
-8
-6
-4
-2
0
2
4
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 1.9 percent swell upon wetting under an applied pressure of 150 psf.
CLIENT: Pedcor Investments, LLC
Carmel, IN
1901 Sharp Point Dr, Ste C
Fort Collins, CO
PROJECT NUMBER: 20185024
SITE: South College Avenue
Fort Collins, Colorado
PROJECT: Pedcor CDOT Pavements
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185024 PEDCOR CDOT PAVEM.GPJ TERRACON_DATATEMPLATE.GDT 6/7/18
1 2 - 3 ft SANDY LEAN CLAY 104 7
Specimen Identification Classification , pcf WC, %
-10
-8
-6
-4
-2
0
2
4
100 1,000 10,000
AXIAL STRAIN, %
PRESSURE, psf
SWELL CONSOLIDATION TEST
ASTM D4546
NOTES: Sample exhibited 0.9 percent swell upon wetting under an applied pressure of 150 psf.
CLIENT: Pedcor Investments, LLC
Carmel, IN
1901 Sharp Point Dr, Ste C
Fort Collins, CO
PROJECT NUMBER: 20185024
SITE: South College Avenue
Fort Collins, Colorado
PROJECT: Pedcor CDOT Pavements
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185024 PEDCOR CDOT PAVEM.GPJ TERRACON_DATATEMPLATE.GDT 6/7/18
2 2 - 3 ft SANDY LEAN CLAY 95 8
Specimen Identification Classification , pcf WC, %
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado 80525
(970) 484-0359 FAX (970) 484-0454
CLIENT: Pedcor Investments, LLC DATE OF TEST: 31-May-18
PROJECT: Pedcor CDOT Pavements
LOCATION: Bulk 0-5 feet of Borings B-1 and B-2
TERRACON NO. 20185024 CLASSIFICATION: Sandy lean clay
TEST SPECIMEN NO. 1 2 3
COMPACTION PRESSURE (PSI) 70 120 150
DENSITY (PCF) 111.7 113.8 116.5
MOISTURE CONTENT (%) 18.3 17.1 16.0
EXPANSION PRESSURE (PSI) 0.00 0.00 0.00
HORIZONTAL PRESSURE @ 160 PSI 132 121 121
SAMPLE HEIGHT (INCHES) 2.50 2.42 2.34
EXUDATION PRESSURE (PSI) 269.4 336.0 377.0
CORRECTED R-VALUE 17.6 24.2 27.4
UNCORRECTED R-VALUE 17.6 25.0 29.2
R-VALUE @ 300 PSI EXUDATION PRESSURE = 21
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
Project Number:
Service Date:
Report Date:
Task:
Client
Date Received:
B-2
4.0
226
Analyzed By:
CHEMICAL LABORATORY TEST REPORT
Trisha Campo
Water Soluble Sulfate (SO4), ASTM C 1580
(mg/kg)
Pedcar Investments, LLC Pedcor CDOT Pavements
06/12/18
750 Pilot Road, Suite F
Las Vegas, Nevada 89119
(702) 597-9393
Project
Lab No.: 18-0649
Sample Number
Sample Location
Sample Depth (ft.)
The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client
indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to
the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials.
20185024
Sample Submitted By: Terracon (20) 6/1/2018
Results of Corrosion Analysis
Chemist
06/04/18
Design Inputs
Age (year) Heavy Trucks
(cumulative)
2020 (initial) 40
2030 (10 years) 76,426
2040 (20 years) 160,849
Design Structure Traffic
Layer type Material Type Thickness (in)
Flexible PG 64-22 3.0
Flexible PG 64-22 3.0
NonStabilized CDOT Class 6 8.0
Subgrade A-7-6 12.0
Subgrade A-7-6 Semi-infinite
Volumetric at Construction:
Effective binder
content (%) 11.2
Air voids (%) 5.1
Distress Type
Distress @ Specified
Reliability Reliability (%)
Criterion
Target Predicted Target Achieved Satisfied?
Terminal IRI (in/mile) 200.00 181.06 95.00 98.62 Pass
Permanent deformation - total pavement (in) 0.65 0.35 95.00 100.00 Pass
AC bottom-up fatigue cracking (% lane area) 25.00 2.81 95.00 100.00 Pass
AC thermal cracking (ft/mile) 1500.00 1227.05 95.00 99.88 Pass
AC top-down fatigue cracking (ft/mile) 2500.00 360.05 95.00 100.00 Pass
Permanent deformation - AC only (in) 0.50 0.24 95.00 100.00 Pass
Distress Prediction Summary
Design Type: FLEXIBLE
Design Life: 20 years
Traffic opening: July, 2020
Pavement construction: June, 2020
Base construction: May, 2020 Climate Data
Sources (Lat/Lon)
40.36188889, -104.925148
Design Outputs
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Distress Charts
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Traffic Volume Monthly Adjustment Factors
Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13
Graphical Representation of Traffic Inputs
Traffic Inputs
Operational speed (mph) 25.0
Percent of trucks in design direction (%): 50.0
Number of lanes in design direction: 1 Percent of trucks in design lane (%): 100.0
Initial two-way AADTT: 40
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Traffic Wander
Mean wheel location (in)
Traffic wander standard deviation (in)
Design lane width (ft)
18.0
10.0
12.0
Axle Configuration
Average axle width (ft) 8.5
Dual tire spacing (in)
Tire pressure (psi)
12.0
120.0
Average Axle Spacing
Tandem axle
spacing (in)
Tridem axle
spacing (in)
Quad axle spacing
(in)
51.6
49.2
49.2
Wheelbase does not apply
Number of Axles per Truck
Vehicle
Class
Single
Axle
Tandem
Axle
Tridem
Axle
Quad
Axle
Class 4 1.53 0.45 0 0
Class 5 2.02 0.16 0.02 0
Class 6 1.12 0.93 0 0
Class 7 1.19 0.07 0.45 0.02
Class 8 2.41 0.56 0.02 0
Class 9 1.16 1.88 0.01 0
Class 10 1.05 1.01 0.93 0.02
Class 11 4.35 0.13 0 0
Class 12 3.15 1.22 0.09 0
Class 13 2.77 1.4 0.51 0.04
Axle Configuration
Volume Monthly Adjustment Factors Level 3: Default MAF
Month Vehicle Class
4 5 6 7 8 9 10 11 12 13
January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9
February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8
March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9
April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1
May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0
June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0
July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3
August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0
September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1
October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1
November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0
AADTT (Average Annual Daily Truck Traffic) Growth
* Traffic cap is not enforced
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Climate Inputs
Climate Data Sources:
Climate Station Cities: Location (lat lon elevation(ft))
FORT COLLINS_NARR_ 40.36189 -104.92515 4816
Monthly Climate Summary:
Annual Statistics:
Mean annual air temperature (ºF) 53.69
Mean annual precipitation (in) 15.09
Freezing index (ºF - days) 383.85
Average annual number of freeze/thaw cycles: 74.51 Water table depth
(ft)
10.00
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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< -13º F
Hourly Air Temperature Distribution by Month:
-13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F
50º F to 59º F 59º F to 68º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º
F
> 113º F
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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HMA Design Properties
Layer Name Layer Type Interface
Friction
Layer 1 Flexible : PG 64-22 Flexible (1) 1.00
Layer 2 Flexible : PG 64-22 Flexible (1) 1.00
Layer 3 Non-stabilized Base :
CDOT Class 6 Non-stabilized Base (4) 1.00
Layer 4 Subgrade : A-7-6 Subgrade (5) 1.00
Layer 5 Subgrade : A-7-6 Subgrade (5) -
Use Multilayer Rutting Model False
Using G* based model (not nationally
calibrated) False
Is NCHRP 1-37A HMA Rutting Model
Coefficients True
Endurance Limit -
Use Reflective Cracking True
Structure - ICM Properties
AC surface shortwave absorptivity 0.85
Design Properties
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Thermal Cracking (Input Level: 1)
Indirect tensile strength at 14 ºF (psi) 451.00
Creep Compliance (1/psi)
Loading time (sec) -4 ºF
1 3.34e-007
2 3.53e-007
5 3.79e-007
10 4.05e-007
20 4.31e-007
50 4.87e-007
100 5.05e-007
14 ºF
4.19e-007
4.64e-007
5.15e-007
5.70e-007
6.26e-007
7.27e-007
8.41e-007
32 ºF
4.99e-007
6.19e-007
6.49e-007
9.08e-007
1.08e-006
1.43e-006
1.79e-006
Thermal Contraction
Is thermal contraction calculated? True
Mix coefficient of thermal contraction (in/in/ºF) -
Aggregate coefficient of thermal contraction
(in/in/ºF) 5.0e-006
Voids in Mineral Aggregate (%) 16.3
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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HMA Layer 1: Layer 1 Flexible : PG 64-22
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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HMA Layer 2: Layer 2 Flexible : PG 64-22
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Analysis Output Charts
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Pedcor_RTL_6_HMA_8AB_6K_40ADTT
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Pedcor_RTL_6_HMA_8AB_6K_40ADTT
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Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Layer Information
Layer 1 Flexible : PG 64-22
Asphalt Binder
Temperature (ºF) Binder Gstar (Pa) Phase angle (deg)
147.2 1857 81.6
158 889 83.1
168.8 451 85
T ( ºF) 0.5 Hz
14 2333549
40 1309490
70 379514
100 87238
130 29326
25 Hz
2927779
2365949
1318450
452545
122034
1 Hz
2642179
1791270
695090
174824
49265
10 Hz
2831449
2219829
1127310
349546
92795
Asphalt Dynamic Modulus (Input Level: 1)
Asphalt
Thickness (in) 3.0
Unit weight (pcf) 145.0
Poisson's ratio Is Calculated? True
Ratio -
Parameter A -1.63
Parameter B 3.84E-06
General Info
Name Value
Reference temperature (ºF) 70
Effective binder content (%) 11.2
Air voids (%) 5.1
Thermal conductivity (BTU/hr-ft-ºF) 0.67
Heat capacity (BTU/lb-ºF) 0.23
Field Value
Display name/identifier PG 64-22
Description of object CDOT Mix # FS 1938-1
Author
Date Created 3/13/2018 12:00:00 AM
Approver
Date approved 3/13/2018 12:00:00 AM
State
District
County
Highway
Direction of Travel
From station (miles)
To station (miles)
Layer 2 Flexible : PG 64-22
Asphalt Binder
Temperature (ºF) Binder Gstar (Pa) Phase angle (deg)
147.2 1857 81.6
158 889 83.1
168.8 451 85
T ( ºF) 0.5 Hz
14 2333549
40 1309490
70 379514
100 87238
130 29326
25 Hz
2927779
2365949
1318450
452545
122034
1 Hz
2642179
1791270
695090
174824
49265
10 Hz
2831449
2219829
1127310
349546
92795
Asphalt Dynamic Modulus (Input Level: 1)
Asphalt
Thickness (in) 3.0
Unit weight (pcf) 145.0
Poisson's ratio Is Calculated? True
Ratio -
Parameter A -1.63
Parameter B 3.84E-06
General Info
Name Value
Reference temperature (ºF) 70
Effective binder content (%) 11.2
Air voids (%) 5.1
Thermal conductivity (BTU/hr-ft-ºF) 0.67
Heat capacity (BTU/lb-ºF) 0.23
Field Value
Display name/identifier PG 64-22
Description of object CDOT Mix # FS 1938-1
Author
Date Created 3/13/2018 12:00:00 AM
Approver
Date approved 3/13/2018 12:00:00 AM
State
District
County
Highway
Direction of Travel
From station (miles)
To station (miles)
Province
Layer 3 Non-stabilized Base : CDOT Class 6
Liquid Limit
Plasticity Index 1.0
6.0
Sieve Size % Passing
0.001mm
0.002mm
0.020mm
#200 8.0
#100
#80
#60
#50
#40
#30
#20
#16
#10
#8 40.0
#4 50.0
3/8-in.
1/2-in.
3/4-in. 100.0
1-in.
1 1/2-in.
2-in.
2 1/2-in.
3-in.
3 1/2-in.
Is User Defined? False
af 5.4942
bf 2.0616
cf 0.7128
hr 116.0000
Sieve
Is User
Defined? Value
Maximum dry unit weight (pcf) False 127.7
Saturated hydraulic conductivity
(ft/hr) False 1.432e-02
Specific gravity of solids False 2.7
Water Content (%) False 7.4
User-defined Soil Water Characteristic Curve
(SWCC)
Is layer compacted? True
Unbound
Layer thickness (in) 8.0
Poisson's ratio 0.35
Coefficient of lateral earth pressure (k0) 0.5
Resilient Modulus (psi)
22000.0
Modulus (Input Level: 2)
Analysis Type: Modify input values by
temperature/moisture
Method: Resilient Modulus (psi)
Use Correction factor for NDT modulus? -
NDT Correction Factor: -
Field Value
Display name/identifier CDOT Class 6
Description of object
Layer 4 Subgrade : A-7-6
Liquid Limit
Plasticity Index 27.0
47.0
Sieve Size % Passing
0.001mm
0.002mm
0.020mm
#200 86.0
#100 87.0
#80
#60
#50
#40 90.0
#30
#20
#16
#10 99.0
#8
#4 100.0
3/8-in.
1/2-in.
3/4-in.
1-in.
1 1/2-in.
2-in.
2 1/2-in.
3-in.
3 1/2-in.
Is User Defined? False
af 135.7045
bf 0.5219
cf 0.0371
hr 500.0000
Sieve
Is User
Defined? Value
Maximum dry unit weight (pcf) False 98.9
Saturated hydraulic conductivity
(ft/hr) False 1.179e-05
Specific gravity of solids False 2.7
Water Content (%) False 22.1
User-defined Soil Water Characteristic Curve
(SWCC)
Is layer compacted? True
Unbound
Layer thickness (in) 12.0
Poisson's ratio 0.35
Coefficient of lateral earth pressure (k0) 0.5
Resilient Modulus (psi)
6000.0
Modulus (Input Level: 2)
Analysis Type: Modify input values by
temperature/moisture
Method: Resilient Modulus (psi)
Use Correction factor for NDT modulus? -
NDT Correction Factor: -
Field Value
Display name/identifier A-7-6
Description of object Default material
Layer 5 Subgrade : A-7-6
Liquid Limit
Plasticity Index 27.0
47.0
Sieve Size % Passing
0.001mm
0.002mm
0.020mm
#200 86.0
#100 87.0
#80
#60
#50
#40 90.0
#30
#20
#16
#10 99.0
#8
#4 100.0
3/8-in.
1/2-in.
3/4-in.
1-in.
1 1/2-in.
2-in.
2 1/2-in.
3-in.
3 1/2-in.
Is User Defined? False
af 135.7045
bf 0.5219
cf 0.0371
hr 500.0000
Sieve
Is User
Defined? Value
Maximum dry unit weight (pcf) False 97.9
Saturated hydraulic conductivity
(ft/hr) False 1.202e-05
Specific gravity of solids False 2.7
Water Content (%) False 22.1
User-defined Soil Water Characteristic Curve
(SWCC)
Is layer compacted? False
Unbound
Layer thickness (in) Semi-infinite
Poisson's ratio 0.35
Coefficient of lateral earth pressure (k0) 0.5
Resilient Modulus (psi)
6000.0
Modulus (Input Level: 2)
Analysis Type: Modify input values by
temperature/moisture
Method: Resilient Modulus (psi)
Use Correction factor for NDT modulus? -
NDT Correction Factor: -
Field Value
Display name/identifier A-7-6
Description of object Default material
Calibration Coefficients
k1: 0.007566
k2: 3.9492
k3: 1.281
Bf1: 130.3674
Bf2: 1
Bf3: 1.217799
AC Fatigue
AC Layer K1:-3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1
0.1414*Pow(RUT,0.25)+0.001
AC Rutting
AC Rutting Standard Deviation
Level 1 K: 6.3
Level 2 K: 0.5
Level 3 K: 6.3
Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027
Level 2 Standard Deviation: 0.2841 *THERMAL + 55.462
Level 3 Standard Deviation: 0.3972 * THERMAL + 20.422
Thermal Fracture
k1: 1 k2: 1 Bc1: 1 Bc2:1
CSM Fatigue
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
Report generated on:
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Subgrade Rutting
Granular Fine
k1: 2.03 Bs1: 0.22 k1: 1.35 Bs1: 0.37
Standard Deviation (BASERUT)
0.0104*Pow(BASERUT,0.67)+0.001
Standard Deviation (BASERUT)
0.0663*Pow(SUBRUT,0.5)+0.001
c1: 7 c2: 3.5
200 + 2300/(1+exp(1.072-2.1654*LOG10
(TOP+0.0001)))
AC Cracking
1+15/(1+exp(-3.1472-4.1349*LOG10
(BOTTOM+0.0001)))
AC Top Down Cracking AC Bottom Up Cracking
c3: 0 c4: 1000 c1: 0.021 c2: 2.35 c3: 6000
AC Cracking Top Standard Deviation AC Cracking Bottom Standard Deviation
C1: 1 C2: 1
CSM Cracking
C3: 0 C4: 1000
CTB*1
CSM Standard Deviation
IRI Flexible Pavements
C1: 50 C2: 0.55 C3: 0.0111 C4: 0.02
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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SUPPORTING INFORMA TION
SUPPORTING INFORMATION
Pedcor CDOT Pavements Fort Collins, Colorado
6/14/2018 Terracon Project No. 20185024
0.25 to 0.50
> 4.00
2.00 to 4.00
1.00 to 2.00
0.50 to 1.00
less than 0.25
Unconfined Compressive Strength
Qu, (tsf)
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.
GRAIN SIZE TERMINOLOGY
RELATIVEFINES PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF
DESCRIPTIVE SOIL CLASSIFICATION
LOCATION AND ELEVATION NOTES
SAMPLING WATER LEVEL FIELD TESTS
N
(HP)
(T)
(DCP)
UNIFIED SOIL CLASSIFICATION SYSTEM
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
UNIFIED SOIL CLASSI FICATI ON SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol
Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction
retained on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E
GW Well-graded gravel F
Cu 4 and/or 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
DESCRIPTION OF ROCK PROPERTIES
Pedcor Fort Collins CDOT Pavement Design ■ Fort Collins, Colorado
June 14, 2018 ■ Terracon Project No. 20185024
ROCK VERSION 1
WEATHERING
Term Description
Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces.
Slightly
weathered
Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be
discolored by weathering and may be somewhat weaker externally than in its fresh condition.
Moderately
weathered
Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is
present either as a continuous framework or as corestones.
Highly
weathered
More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is
present either as a discontinuous framework or as corestones.
Completely
weathered
All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact.
Residual soil
All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large
change in volume, but the soil has not been significantly transported.
STRENGTH OR HARDNESS
Description Field Identification
Uniaxial Compressive
Strength, psi (MPa)
Extremely weak Indented by thumbnail 40-150 (0.3-1)
Very weak
Crumbles under firm blows with point of geological hammer, can be
peeled by a pocket knife
150-700 (1-5)
Weak rock
Can be peeled by a pocket knife with difficulty, shallow indentations
made by firm blow with point of geological hammer
700-4,000 (5-30)
Medium strong
Cannot be scraped or peeled with a pocket knife, specimen can be
fractured with single firm blow of geological hammer
4,000-7,000 (30-50)
Strong rock
Specimen requires more than one blow of geological hammer to
fracture it
7,000-15,000 (50-100)
Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250)
Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250)
DISCONTINUITY DESCRIPTION
Fracture Spacing (Joints, Faults, Other Fractures) Bedding Spacing (May Include Foliation or Banding)
Description Spacing Description Spacing
Extremely close < ¾ in (<19 mm) Laminated < ½ in (<12 mm)
Very close ¾ in – 2-1/2 in (19 - 60 mm) Very thin ½ in – 2 in (12 – 50 mm)
Close 2-1/2 in – 8 in (60 – 200 mm) Thin 2 in – 1 ft. (50 – 300 mm)
Moderate 8 in – 2 ft. (200 – 600 mm) Medium 1 ft. – 3 ft. (300 – 900 mm)
Wide 2 ft. – 6 ft. (600 mm – 2.0 m) Thick 3 ft. – 10 ft. (900 mm – 3 m)
Very Wide 6 ft. – 20 ft. (2.0 – 6 m) Massive > 10 ft. (3 m)
Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the
core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, a
horizontal bedding plane would have a 0-degree angle.
ROCK QUALITY DESIGNATION (RQD) 1
Description RQD Value (%)
Very Poor 0 - 25
Poor 25 – 50
Fair 50 – 75
Good 75 – 90
Excellent 90 - 100
1. The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as a
percentage of the total core run length.
Reference: U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009
Technical Manual for Design and Construction of Road Tunnels – Civil Elements
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
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.
UC
(PID)
(OVA)
Standard Penetration Test
Resistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Unconfined Compressive
Strength
Photo-Ionization Detector
Organic Vapor Analyzer
Medium
Over 12 in. (300 mm) 0
>12
5-12
<5
Percent of
Dry Weight
Major Component of Sample Term
Modifier
With
Trace
Descriptive Term(s) of
other constituents
Modifier >30
<15
Percent of
Dry Weight
Descriptive Term(s) of
other constituents
With 15-29
High
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of
such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted
to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the
area.
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 Medium Stiff 4 - 8
Loose 4 - 9 Soft 2 - 4
Very Loose 0 - 3 Very Soft 0 - 1
(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
Author AASHTO
Date Created 7/31/2017 12:00:00 AM
Approver
Date approved 7/31/2017 12:00:00 AM
State
District
County
Highway
Direction of Travel
From station (miles)
To station (miles)
Province
User defined field 1
User defined field 2
User defined field 3
Revision Number 0
Identifiers
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
Report generated on:
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Created Approved by:
Version:
2.3.1+66
Author AASHTO
Date Created 7/31/2017 12:00:00 AM
Approver
Date approved 7/31/2017 12:00:00 AM
State
District
County
Highway
Direction of Travel
From station (miles)
To station (miles)
Province
User defined field 1
User defined field 2
User defined field 3
Revision Number 0
Identifiers
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Author AASHTO
Date Created 7/31/2017 12:00:00 AM
Approver
Date approved 7/31/2017 12:00:00 AM
State
District
County
Highway
Direction of Travel
From station (miles)
To station (miles)
Province
User defined field 1 From Fig 5.2, 2017 PDM
User defined field 2 SG =6ksi,AB =10", MR max=22ksi
User defined field 3
Revision Number 0
Identifiers
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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User defined field 1 Supplement F
User defined field 2 PG 64-22, AV=5.1%
User defined field 3
Revision Number 0
Identifiers
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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Province
User defined field 1 Supplement F
User defined field 2 PG 64-22, AV=5.1%
User defined field 3
Revision Number 0
Identifiers
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
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December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9
Distributions by Vehicle Class
Growth Factor
Rate (%) Function
1% Compound
1% Compound
1% Compound
1% Compound
1% Compound
1% Compound
1% Compound
1% Compound
1% Compound
1% Compound
Vehicle Class
AADTT
Distribution (%)
(Level 3)
Class 4 5.1%
Class 5 32.3%
Class 6 18%
Class 7 0.3%
Class 8 4.9%
Class 9 36.8%
Class 10 1.2%
Class 11 0.7%
Class 12 0.5%
Class 13 0.2%
Truck Distribution by Hour does not apply
Tabular Representation of Traffic Inputs
Pedcor_RTL_6_HMA_8AB_6K_40ADTT
File Name: C:\Users\JNHaas\Desktop\M-E Design temp\20185024 - Pedcor US285 RTL\Pedcor_RTL_6_HMA_8AB_6K_40ADTT.dgpx
Report generated on:
6/7/2018 10:22 AM Page 4 of 22
by:
on: 7/31/2017 12:00 AM on: 7/31/2017 12:00 AM
Created Approved by:
Version:
2.3.1+66
57.5
14
12
47
31
A-7-6 (24)
A-6 (6)
4 - 5.5
4 - 5
4 - 5.5
4 - 5
0.079
LEAN CLAY (CL)
SANDY LEAN CLAY (CL)
27
15
20
16
13.1
42.5
0.3
0.0
9.5
4.75
PROJECT: Pedcor CDOT Pavements
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
South College Avenue
Fort Collins, Colorado
SITE:
10' while drilling
boring backfilled immediately after completion
WATER LEVEL OBSERVATIONS
PROJECT: Pedcor CDOT Pavements
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
South College Avenue
Fort Collins, Colorado
SITE:
No free water observed
WATER LEVEL OBSERVATIONS