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LAKOTA LAKES RANCH
FINAL
-- ROADWAY DESIGN REPORT
l Prepared For
Debra Eberl
Weld County Road 54
-- Johnstown, CO 80534
Prepared By
Weiland, Inc.,
10395 W. Colfax, Suite 350
Lakewood, CO
303-436-0951
J .
j
10395 Colfax Ave.. Suite 35a Lakewood. CO 8O215
ph 303-43&-0951 fax 3O3-436-0953
2004-2647
PROFESSIONAL ENGINEER CERTIFICATION
I hereby affirm that this report for the Lakota Lakes Ranch Final Roadway Design
_ was prepared under my direct supervision for the owners thereof using criteria
set forth by Weld County Code, the Urban Drainage and Flood Control District,
and industry standard.
0R
Zi
William C. Klawitter, P.E. S /, '' ,���
State of Colorado No. 3272. '�,.p / 3 a'
Table of Contents
1.0 INTRODUCTION 1
1.1 Site Location 1
1.2 Site Description 1
1.3 Proposed Development
2.0 SITE DRAINAGE 2
2.1 Roadway Runoff 2
3.0 ROADWAY DESIGN SUMMARY 4
4.0 REFERENCES 5
APPENDIX A— Design Criteria
APPENDIX B —Typical Roadway Cross Section
APPENDIX C — Geotechnical ReportReferences
DRAWINGS Back Pocket of Report
SHEET 1 — Plan and Profile
SHEET 2— Cross Sections, Stations 0+00 — 6+76.49
SHEET 3 — Cross Sections, Stations 7+00 — 13+15.93
April 30, 2004
1.0 INTRODUCTION
This report has been prepared to supplement the roadway design plan set
for Lakota Lakes Road at the Lakota Lakes Ranch development. The
design reflects Weld County Code criteria and current industry standard
for all elements of the design.
1.1 SITE LOCATION
The proposed development is located in the northwest quarter of the
northwest quarter and the southwest quarter of the northwest quarter of
section 29, Township 5 North, Range 67 West of the 6`n Prime Meridian.
The site is roughly 3-miles east of Interstate 25, southeast of the
intersection between Weld County Road (WCR) 54 and WCR15. The
Lakota Lakes Road access is located roughly 800 feet east of the
intersection of WCR 54 and WCR 13.
1.2 SITE DESCRIPTION
The proposed Lakota Lakes Ranch development consists of
approximately 83 acres lying adjacent the Big Thompson River. The land
has been subdivided into 7 lots having a combined area of 22 acres and 4
— outlots having a combined area of 61 acres. (See the Vicinity Map
provided in Appendix A.)
The south outlets are currently occupied by Coulson Excavation, a gravel
mining operation that is nearing the end of production. The Challenger
Pits encompass approximately 28 acres south of the proposed
development while the north side of the site is mostly fallow agricultural
fields.
The existing site topography slopes generally southwest toward the Big
Thompson River. The average slope across the property is approximately
1 percent. The proposed development is bounded on the north by County
Road 54, the Great Western Railroad line on the east, the Big Thompson
River on the south, and a drainage ditch on the west.
Soils at the site are generally considered to be sandy clays or sandy silts
to a depth of approximately 10 feet. The ground surface of the site is
vegetated with plant species native to the area.
1.3 PROPOSED DEVELOPMENT
The proposed development will consist of 7 individual housing units on
each of the 7 lots in the subdivided area (lots 1 through 7). All proposed
lots lie north of the Challenger gravel mining operation that will be
Lakota Lakes Roadway Design
Page 1 of 5
April 30, 2004
reclaimed to become onsite ponds. The proposed lots vary in size
between 2.6 acres and 4 acres and will all have frontage on the ponds
within Outlot C (approx. 42 acres). The subdivision will be accessed by
Lakota Lakes Road to serve each of the 7 lots.
Six (6) of the 7 lots will also front directly on Lakota Lakes Road. Lot 1 will
require a 400' drive that parallels WCR 54 on the south in order to access
Lakota Lakes Road. The subdivision lots will generate traffic of less than
50 vehicles per day on the proposed road.
Lakota Lakes Roadway Design
Page2of5
April 30, 2004
2.0 SITE DRAINAGE
2.1 ROADWAY RUNOFF
All proposed development runoff calculations were made using methods
described in the Colorado Urban Storm Drainage Criteria Manual.
Supporting hydrologic calculations are provided in the Lakota Lakes
Ranch Final Drainage Report, prepared by Weiland, Inc. (March, 2004).
The proposed Lakota Lakes Road (Basins S-2 and S3) will include a
borrow ditch on either side of a 2% crowned surface to capture flows from
the roadway. The storm runoff from the northeast side of the road, sheet
flows off the road to the northeast into a v-ditch (borrow ditch) that
conveys the water southeast. (See Sheet 4 of the Grading and Drainage
Plan). This runoff combines with the off site runoff from basin OS-5 at the
south end of the cul de sac. The borrow ditch will transition from a 1-foot
deep v-ditch near WCR 54, to a 2-feet deep v-ditch at the end of the cul
de sac and will convey collected runoff along the east property boundary
of the site into a wetland area south of Lot 7.
The storm flow from the southwest side of the road will sheet flow into the
_ borrow ditch on the southwest side of the road and is conveyed southeast
to a point near the south end of the cul de sac where it veers south along
the west property line of Lot 7. This borrow ditch terminates in the onsite
pond. Storm flows from the northeast side of the road will sheet flow into
the borrow ditch on the northeast side of the road and is conveyed
southeast to a 2-feet deep v-ditch east of the cul de sac that directs the
storm flow along the east property boundary of Lot 7 to a wetland area
southeast of the site adjacent the Big Thompson River.
Lakota Lakes Roadway Design
Page 3 of 5
April 30, 2004
3.0 ROADWAY DESIGN SUMMARY
The proposed roadway is classified as a Rural Subdivision, Local-Minor,
carrying an average daily traffic count of less than 50 vehicles per day.
The proposed roadway is thus required by code to be a 2-lane, paved
design, with travel lanes no less than 13 feet wide. No shoulder is
required for this design, however, a 1-foot clear space (Class 5 aggregate)
is provided between the outside edge of pavement and the beginning of
the borrow ditch slope. The minimum total right of way width provided is
60 feet and the minimum design speed for the road is 30 mph. The Weld
County design guidelines for new road construction are provided in the
Appendix A of this report.
The proposed roadway is approximately 1400 feet in length with a cul de
sac at its southern-most end. No curb and gutter is provided with this
design. The surface of the road will be paved with asphalt and sloped at
2% from its crown. The proposed roadway surface will drain directly to
borrow ditches on either side of the road. (See the typical roadway
section provided in Appendix B of this report.)
The 26-feet wide proposed travel surface will be paved with 4-inches of
asphalt concrete overlaying a 6-inch base course of Class 5 aggregate.
This was chosen as the least expensive alternative provided in the
Geotechnical Engineering Report— Pavement Evaluation (Terracon, Jan.
8, 2004) that is included in Appendix C of this report.
The vertical curve for the roadway was established to balance the cut and
fill requirements over the construction length. The construction will begin
at station 0+12.50 (south edge of pavement for WCR 54) and match the
existing asphalt surface elevation at this location. Native soil material can
be utilized for fill at the north end of the project. Excavated material from
the area near the middle of the project can be graded north to meet this
need.
Subgrade soils below slabs will need to be scarified, moisture conditioned,
and compacted to a minimum depth of 12-inches, to a minimum of 95% of
Standard Proctor Density. The moisture content and compaction of the
subgrade soils should be maintained at 1% below to 3% above optimum
until roadway surface construction begins. Imported granular Class 5
subbase material should be compacted within a moisture range of 3%
below to 3% above optimum, unless modified by the geotechnical
engineer.
Lakota Lakes Roadway Design
Page 4 of 5
April 30, 2004
4.0 REFERENCES
Colorado Urban Storm Drainage Criteria Manual, Volume 1, Urban Drainage and
Flood Control District, June 2001.
Precipitation Atlas of the Western United States, NOAA Atlas 2, Volume III
National Oceanic and Atmospheric Administration, U.S. Department of
Commerce, Colorado 1973.
.. Weld County Land Use Code, Section 24, Subdivisions, Article VII, Design
Standards, Weld County, Colorado, July, 2003.
A Policy on the Geometric Design of Highways and Streets, American
Association of State Highway and Transportation Officials (AASHTO), 1990.
-
•
Lakota Lakes Roadway Design
Page 5 of 5
VICINITY MAP
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APPENDIX A
DESIGN CRITERIA
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1 1 1 1 1 1 1 1 1 1 1 1 1 1 a 1 ► 1 1
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vl APPENDIX#24-D County Road System
9
The following table established minimum standards for new or rebuilt County roads. These standards shall be considered minimum unless
more stringent standards may be established by the Board of County Commissioners or this Ordinance.
AVERAGE NUMBER OF
ROAD DAILY PAVEMENT NUMBER LANE SHOULDER RIGHT- MINIMUM MINIMUM MAXIMUM RESIDENTIAL
CLASSIFICATION TRAFFIC TYPE OF LANES WIDTH WIDTH OF-WAY DESIGN CENTERLINE GRADE DRIVEWAYS
COUNTS WIDTH SPEED RADIUS PER MILE
,:11 >4. : > `' SECTION LINE ROADS
O
ARTERIAL >1000 Pavement 2.4- 12' 8'paved 130-150' 55 mph 1650'•" 4% '• y
g.,
COLLECTOR 500-1000 Pavement 2-4 12' 6'paved 80-100' 45 mph 1100"" 5% . 6 2
0
LOCAL-MAJOR <500 Pavement 2 12' 4'gravel 60' 30mph 300'•" 6% unlimited Q
t7
LOCAL-MINOR <200 Pavement 2 14' none 60' 30mph 300"" 6% unlimited — M
r
cn pa=
d^-'?; - .RURAL SUBDIVISION
COLLECTOR >500 Pavement 3 12' 6'paved 80' 35 mph 300' 5% 6 'T1 it
trl
v M 'L
K LOCAL-MAJOR <500 Pavement 2 12' 4'gravel 60' 30 mph 100' 6% unlimited 7
el
y LOCAL-MINOR <50 Pavement 2 13' none 60' 30 mph 100' 6% unlimited ' N
a
> ,.. : . URBAN SUBDIVISION••• = O
ARTERIAL >1000 Pavement 2-8 12' 100-130' 45mph 800'"' 4% none b
- C
COLLECTOR 500-1000 Pavement 2-4 12' 80' 35 mph 450"'• 5% 6 2
LOCAL <500 pavement 2 12' - 60' 25 mph 100'•"' 6% unlimited r
n
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_
_
- APPENDIX B
TYPICAL ROADWAY CROSS SECTION
L f— L— (— I- 1 F F- 1- i___ 5- I___ r )- t- I - 1- J
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•
•
•
12' SHOULDER 13-O" 13'-O" 12" SHOULDER
OR CLEAR ZONE TRAVEL LANE TRAVEL LANE OR CLEAR ZONE EXISTING
///'''EXISTING GROUND SURFACE\
/ GROUND SURFACE 2% 2% 4" ASPHALT
/ SURFACE COURSE
I J JI 6" CUSS 5- I 1 Z _II
2 2 BASE COURSE
2'-0" MAx
I'-0" MIN (TYP) TYPICAL ROADWAY CROSS SECTION
(RURAL SUBDIVISION, LOCAL-MINOR)
' REVISIONS LAKOTA LAKES DEVELOPMENT LAKOTA LAKES ROAD
. gla W jla y grill Inc ROADWAY DESIGN TYPICAL CROSS SECTION
, .n on -- WELD COUNTY,COLORADO L.
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APPENDIX C
GEOTECHNICAL REPORT
J
J
GEOTECHNICAL ENGINEERING REPORT- PAVEMENT EVALUATION
LAKOTA LAKES DEVELOPMENT
PROPOSED RURAL LOCAL/MAJOR INTERIOR ROADWAY
SOUTH OF WELD COUNTY ROAD 54 AND EAST OF WCR 15
WELD COUNTY, COLORADO
TERRACON PROJECT NO. 20035197
— January 8, 2004
Prepared for:
DEBRA EBERL
WELD COUNTY ROAD 54
JOHNSTOWN, COLORADO 80534
Prepared by:
Terracon
301 North Howes Street
Fort Collins, Colorado 80521
lierracon
..
re, lierracon
January 8, 2004
301 N. Howes•P.O.Box 503
Fon Collins Colorado 90521-0503
(3701494-0359 Fax.(970(4134-0454 .
Debra Eberl
Weld County Road 54 •
Johnstown, Colorado 80534
r.
Re: Geotechnical Engineering Report— Pavement Evaluation
Lakota Lakes Development -
Proposed Rural Local/Major Interior Roadway
Southeast Corner of Weld County Roads 54 and 15
Weld County, Colorado
Terracon Project No. 20035197
Terracon has completed a geotechnical engineering exploration for the proposed rural
local/major interior roadway within the Lakota Lakes Development, a subdivision located
south of Weld County Road 54 and east of Weld County Road 15. The intent of this
pavement evaluation report is to provide information and recommendations for constructing
the proposed interior roadway, which will provide access to the Lakota Lakes Development.
The results of our engineering study, including the boring location diagram, laboratory test
results, test boring records, and the geotechnical recommendations needed to aid in the
design and construction of the proposed roadway alignments and other earth connected
phases of this project are attached.
The subsurface soils encountered on the site generally consisted of approximately 2-
inches of base course material underlain by approximately 4-inches of sandy lean clay fill
material. Underlying the fill material was native, sandy lean clay and/or sandy silty clay
which extended to the maximum depths explored, 10-feet. Groundwater was not
encountered during initial drilling operations or when checked on December 22, 2003.
The subsurface soil and groundwater conditions are presented on the Logs of Borings
included in Appendix A of this report.
•
Y In general, the cohesive subsurface materials exhibited moderate subgrade strength
characteristics and low swell potential. Based on the field and laboratory test results, the
proposed interior roadway is feasible from a geotechnical engineering viewpoint provided
the recommendations contained in this report are followed. Further details and design
recommendations are presented within this report, based upon geotechnical conditions as
well as Weld County and/or CDOT design criteria.
Arizona • Arkansas • Colorado • Georgia ■ Idaho • Illinois ■ Iowa ■ Kansas ■ Kentucky • Minnesota IN Missouri a Montana
Nebraska ■ Nevada • New Mexico ■ Oklahoma IN Tennessee ■ Texas■ Utah • Wisconsin ■ Wyoming
Quality Engineering Since 1965
Geotechnical Engineering Report—Pavement Evaluation Terracon
Lakota Lakes Development
Weld County, Colorado
Project No. 20035197
We appreciate being of service to you in the geotechnical engineering phase of this project,
and are prepared to assist you during the construction phases as well. If you have any
questions concerning this report or any of our testing, inspection, design and consulting
services, please do not hesitate to contact us.
Sincerely,
TERRACON
cc '{J
Gary L. Wils n, P.E. V •
Geotechnical Engin ,`�77)<-RY
•
Reviewed by: Da 4e'Sirel
Geote neer/Department Manager
Copies to: (2) Addressee
r (1) Weiland, Inc. — Mr. Joseph M. Wright, P.E.
ii
TABLE OF CONTENTS
Letter of Transmittal
INTRODUCTION 1
PROJECT DESCRIPTION 1
SITE EXPLORATION 2
Field Exploration 2
Laboratory Testing 2
Site Conditions 3
Soil and Bedrock Conditions 3
Groundwater Conditions 3
ENGINEERING RECOMMENDATIONS 4
Geotechnical Considerations 4
Pavement Design and Construction 4
Earthwork 8
General Considerations 8
Site Preparation 8
Subgrade Preparation 9
Fill Materials and Placement 9
Additional Design and Construction Considerations 10
Corrosion Protection 10
•
GENERAL COMMENTS 10
�- APPENDIXA
Vicinity Map — Figure No. 1
Site Plan and Boring Location Diagram— Figure No. 2
Log of Boring Nos. 1 through 3
APPENDIX B
Laboratory Test Results
APPENDIX C
General Notes
GEOTECHNICAL ENGINEERING REPORT- PAVEMENT EVALUATION
LAKOTA LAKES DEVELOPMENT
PROPOSED RURAL LOCAL/MAJOR INTERIOR ROADWAY
SOUTH OF WELD COUNTY ROAD 54 AND EAST OF WCR 15
WELD COUNTY, COLORADO
TERRACON PROJECT NO. 20035197
January 8, 2004
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
rural local/major interior roadway within the Lakota Lakes Development, a subdivision located
south of Weld County Road 54 and east of Weld County Road 15. The intent of this pavement
evaluation report is to provide information and recommendations for constructing a rural
local/major interior roadway to provide private access to the Lakota Lakes Development.
The site is located in the Northwest 1/4 of Section 28, Township 7 North, Range 67 West of the
6th P.M., Weld County, Colorado. A vicinity map, Figure No. 1 is enclosed in Appendix A, which
depicts the project site's location.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil conditions
• groundwater conditions
f
• pavement design and construction
• earthwork
~ The recommendations contained in this pavement report are based upon the results of field and
laboratory testing, engineering analyses, and experience with similar soil conditions, and our
understanding of the proposed project.
PROJECT DESCRIPTION
The project as we understand it is to construct a rural local/major interior roadway, which will
provide access for Lakota Lakes, a planned 7-lot single-family residential development. The
proposed development is situated south of Weld County Road 54 and east of Weld County
Road 15.
Geotechnical Engineering Report-Pavement Evaluation lrerraoon
Lakota Lakes Development
_ Weld County, Colorado
Project No. 20035197
SITE EXPLORATION
The scope of the services performed for this project included a site reconnaissance by an
engineering geologist, a subsurface exploration program, laboratory testing and engineering
analyses.
Field Exploration
A total of 3 test borings were drilled throughout the proposed roadway for the Lakota Lakes
Development on December 19, 2003 at the locations shown on the Site Plan, Figure No. 2, to
approximate depths of 10-feet below existing site grades. The borings were located in the field
by pacing from property lines and/or existing site features. All of the borings were advanced
with a truck-mounted drilling rig, utilizing 4-inch diameter solid stem augers.
Lithologic logs of each boring were recorded by the engineering geologist during the drilling
�- operations. At selected intervals, samples of the subsurface materials were taken by pushing
thin-walled tubes and by driving a split-spoon. A composite sample was obtained from Test
Boring No. 3 to evaluate the subgrade strength characteristics.
Penetration resistance measurements were obtained by driving the split-spoon samplers into
the subsurface materials with a 140-pound hammer falling 30 inches. The penetration
resistance value is a useful index in estimating the consistency, relative density or hardness of
the materials encountered. Groundwater conditions were evaluated in each boring at the time
of site exploration and follow-up measurements were obtained on December 22, 2003 for the
borings drilled. The levels are indicated on the enclosed boring logs.
Laboratory Testing
All samples retrieved during the field exploration were returned to the laboratory for observation
by the project geotechnical engineer and were classified in accordance with the Unified Soil
Classification System described in Appendix C. At that time, the field descriptions were
confirmed or modified as necessary and an applicable laboratory testing program was
formulated to determine engineering properties of the subsurface materials. Boring logs were
prepared and are presented in Appendix A.
Laboratory tests were conducted on selected soil samples. The test results were used for the
geotechnical engineering analyses, and the development of pavement and earthwork
recommendations. All laboratory tests were performed in general accordance with the
applicable ASTM; local or other accepted standards.
2
Geotechnical Engineering Report- Pavement Evaluation lferracon
Lakota Lakes Development
Weld County, Colorado
Project No. 20035197
Selected soil and bedrock samples were tested for the following engineering properties:
• Water Content • Plasticity Index
• Dry Density • R-Value
• Swell-Consolidation
Site Conditions
The site for the proposed Lakota Lakes Development is situated south of Weld County Road 54
and east of Weld County Road 15. The road subgrade is relatively flat and is covered with a
coarse base material. The site surrounding the road is vegetated with natural grasses and
agricultural fields. Railroad tracks lie to the east and agricultural field similar in vegetation lie to
the south. The site is relatively flat, yet exhibits positive surface flow in the south the southeast
directions.
Soil and Bedrock Conditions
The subsurface soils encountered on the site generally consisted of approximately 2-
inches of base course material underlain by approximately 4-inches of sandy lean clay fill
material. Underlying the fill material was native, sandy lean clay and/or•sandy silty clay
which extended to the maximum depths explored, 10-feet.
The stratification boundaries shown on the enclosed boring logs represent the approximate
locations of changes in soil types; in-situ, the transition of materials may be gradual. The
subsurface soil, bedrock and groundwater conditions are presented on the Logs of Borings
included in Appendix A of this report.
Field and Laboratory Test Results
Field tests indicate the clay material is stiff to very stiff in consistency, exhibits low swell
potential and moderate load bearing capabilities.
Groundwater Conditions
Groundwater was not encountered during initial drilling operations or when checked on
December 22, 2003. These observations represent groundwater conditions at the time of the
field exploration, and may not be indicative of other times, or at other locations.
3
Geotechnical Engineering Report- Pavement Evaluation Terra=on
Lakota Lakes Development
Weld County, Colorado
Project No. 20035197
ENGINEERING RECOMMENDATIONS
Geotechnical Considerations
Based on the subsurface conditions encountered at the site, it is our opinion the proposed
pavement improvements are feasible at the site. The subsoils for the pavement sections as
encountered within the test boring locations are generally cohesive soils exhibiting moderate
subgrade strength characteristics and low expansive potential. The existing in-situ soils are
suitable for use as a pavement subgrade for the infrastructure portion of the Lakota Lakes
Development placed beneath the asphalt section within the proposed rural local/major interior
roadway.
Pavement Design and Construction
Based on the subsurface conditions encountered at the site, it is our opinion the proposed
roadways within the planned development are feasible from a geotechnical engineering point of
view. The subsoils within the proposed pavement sections, (i.e. within the upper 4-feet), at the
site generally consisted of plastic/cohesive clay soils, exhibiting moderate subgrade strength •
characteristics and low swell/expansive potential. A composite sample of subgrade soils
collected at Test Boring No. 3 exhibited an R-Value of 46. Realizing potentially lower quality of
subsoils may be present at various locations throughout the site, and/or between our test
borings, we plan on designing the proposed interior roadway using an R-Value equivalent to 15.
The swell potential of the soils, based on the swell-consolidation testing procedures to evaluate
the foundation requirement for the upper zone and inundated at approximately 150 pounds per
square foot, resulted in swell index values of (-) 0.2 %, which is less than the standard 2 percent
criteria established by governmental agencies for stabilization of the subgrade due to expansive
potential.
Asphalt concrete underlain by crushed aggregate base course and non-reinforced concrete
pavement are feasible alternatives for the proposed pavement sections. Based on the
subsurface conditions encountered at the site, and the laboratory test results from the
composite sample collected during the subsurface exploration activities, it is recommended that
the interior roadway for this project be designed using a minimum R-value of 15.
For flexible pavement design criteria we are using typical default values for rural interior local
residential roadways used widely in northern Colorado for determining pavement thickness. For
this report we are using 18-kip equivalent daily load application (18-kip EDLA) value of 20 for
interior local roadways. This value generally compares with standard default values for
4
Geotechnical Engineering Report- Pavement Evaluation lferracon
Lakota Lakes Development
Weld County, Colorado
"- Project No. 20035197
residential roadways designed and constructed in Northern Colorado. Therefore, the 18-kip
equivalent single axle load (18-kip ESAL) values for the site would be 146,500.
Design of pavements for the project have been based on the procedures outlined in the 1993
Guideline for Design of Pavement Structures by the American Association of State Highway
and Transportation Officials (AASHTO), the local pavement design criteria, and the following
data. For flexible pavement design, a design life of 20 years was utilized. Using a minimum
design R-value of 15 for the proposed interior roadway improvements, appropriate ESALJday,
environmental criteria and other factors, the structural numbers (SN) of the pavement sections
were determined on the basis of the 1993 AASHTO design equation.
*Street Tame/Street .4)1118-kip ,₹ *Reliability Indral =3 :• Terminal a pi Sµ`-2QYears
EDLA t ,' ESAL , Serviceability Serviceability s sY
Local Residential 20 146,000 85 4.5 2.5 2.20
Roadways
(1) These values are assumed based on our understanding of the proposed development
and generally conform to the standard of the industry for Northern Colorado. If after
further review modifications are necessary, we will prepare an addendum to this report.
(2) The 18-kip ESAL values are based on a 20-year design life.
(3) The Structural Nos. presented herein for the arterials and interior residential roadways
were based on using a design R-Value of 15 and the Northern Colorado standard
method for determining the soil resilient modulus, which equates to 9325 psi.
Local drainage characteristics of proposed pavement areas are considered to vary from fair to
good depending upon location on the site. For purposes of this design analysis, fair drainage
-' characteristics are considered to control the design. These characteristics, coupled with the
approximate duration of saturated subgrade conditions, results in a design drainage coefficient
of 1.0 when applying the AASHTO criteria for design.
In addition to the flexible pavement design analyses, a rigid pavement design analysis was
completed, based upon PASHTO design procedures. Rigid pavement design is based on an
evaluation of the Modulus of Subgrade Reaction of the soils (K-value); the Modulus of Rupture
of the concrete, and other factors previously outlined. The design K-value of 100 pounds per
cubic inch (pci) for the subgrade soil was determined by correlation to the laboratory tests
results. A modulus of rupture of 650 psi (working stress 488 psi) was used for pavement
concrete. The rigid pavement thicknesses for each traffic category were determined on the
basis of the PASHTO design equation.
5
Geotechnical Engineering Report-Pavement Evaluation lferracon
Lakota Lakes Development
Weld County, Colorado
Project No. 20035197
Recommended alternatives for flexible and rigid pavements, summarized for each traffic area,
are as follows:
-Recommended Minimum.Pavement Thickness—inches
Traffic Areal' t Alternatives Asphalt Concrete Asphalt Concrete Aggregate ' tit Fly Ash, Portland Acttial
Surface Grading Surface Grading: Base Course Treated Cement To• tal versus
°•a r " Required
* x �, SX of S � 5 a SG —Class 5 or 6 Sub Base Concrete h 3 •
Local (l)A 1.5 2.5 6.0 10.0 2.42/2.20
Residential
(3)B 1.5 2.5 6.0 12.0 22.0 3.02/2.20
EDLA-20 talc 6 6 N/A
(1) If flyash is utilized for portions of the proposed roadway construction and is to be
considered as part of the strength coefficient equation, it is recommended that the upper
12-inches of the subgrade be treated with flyash. Terracon used a strength coefficient
value of 0.05 for the required minimum thickness of 12-inches, which results in a total
strength value of 0.6 in the pavement thickness formula. Using a minimum thickness of 12-
inches of flyash treated subgrade will reduce the required asphalt thickness by
approximately 1-1/2-inches. However, in most cases the required minimum asphalt
pavement thickness in accordance with the Weld County Pavement Design Criteria, takes
• precedent in the pavement thickness sections. Therefore no reduction is provided and the
use of flyash is not an economical option, unless needed to mitigate for swell potential
of the subgrade soils. Flyash, where utilized, should be placed in general accordance
with the standard of industry for placement procedures. Terracon is available to provide the
required laboratory soil and flyash mix design as well as placement recommendations upon
request.
(2) Alternative A: Provides the minimum pavement thicknesses for use of asphalt concrete
surface material, Grading S, SX and SG, underlain by Class 5 or 6 aggregate road base
material. Typically for any residential roadway, the minimum asphalt pavement thickness is
4-inches underlain by a minimum 6-inch thickness of aggregate base course.
(3) Alternative B: Provides the minimum pavement thicknesses for use of asphalt concrete
surface material, Grading S, SX and SG, underlain by the minimum thickness layers for
aggregate base course, underlain by the recommended minimum of 12-inches of flyash
_ treated subgrade.
(4) Alternative C: Provides the minimum required pavement thicknesses for use of Portland
Cement Concrete pavement.
6
Geotechnical Engineering Report- Pavement Evaluation lferracon
Lakota Lakes Development
Weld County, Colorado
Project No. 20035197
(5) The asphalt pavement thicknesses presented herein should conform the to the minimum
and maximum lift thicknesses for Grading SX, S and SG, (i.e. minimum/maximum lifts for
Grading SX = 1.5/2.5-inches, Grading S = 2/3.5-inches, and Grading SG = 3/5-inches).
Each alternative should be investigated with respect to current material availability and
economic conditions. Aggregate base course (if used on the site) should consist of a blend of
sand and gravel, which meets strict specifications for quality and gradation. Use of materials
meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is
recommended for base course. Aggregate base course should be placed in lifts not exceeding
six inches and should be compacted to a minimum of 95% Standard Proctor Density (ASTM
D698).
Asphalt concrete pavement should be composed of a mixture of aggregate, filler, binders, and
additives, if required, and approved bituminous material. The asphalt concrete should conform
to an approved mix design stating the Hveem and/or SuperPave properties, optimum asphalt
content, job mix formula and recommended mixing and placing temperatures. Aggregate used
in the asphalt concrete should meet particular gradations, such as the Colorado Department of
Transportation Grading S, SX or SG specifications. Mix designs should be submitted prior to
construction to verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts
and should be compacted to a within a range of 92 to 96 % of Maximum Theoretical Density.
Preventative maintenance should be planned and provided for through an on-going pavement
' management program in order to enhance future pavement performance. Preventative
maintenance activities are intended to slow the rate of pavement deterioration, and to preserve
the pavement investment.
Preventative maintenance consists of both localized maintenance (e.g. crack 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.
Recommended preventative maintenance policies for asphalt and jointed concrete pavements,
based upon type and severity of distress, are provided. Prior to implementing any
maintenance, additional engineering observation is recommended to determine the type and
extent of preventative maintenance.
7
Geotechnical Engineering Report- Pavement Evaluation Terracon
Lakota Lakes Development
Weld County, Colorado
Project No. 20035197
Earthwork
General Considerations
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. The
evaluation of earthwork should include observation and testing of engineered fill,
subgrade preparation, foundation bearing soils, and other geotechnical conditions
exposed during the construction of the project.
Site Preparation
Strip and remove any existing vegetation, debris, and other deleterious materials from
proposed building areas prior to any additional fill material being placed. All exposed
surfaces should be free of mounds and depressions, which could prevent uniform
compaction. Stripped materials consisting of vegetation and organic materials should
— be wasted from the site, or used to revegetate landscaped areas or exposed slopes
after completion of grading operations.
All exposed areas which will receive fill, once properly cleared and benched where
necessary, should be scarified to a minimum depth of 12-inches, conditioned to near
optimum moisture content, and compacted.
It is anticipated that excavations in the upper weathered bedrock for the proposed
construction can be accomplished with conventional earthmoving equipment.
The individual contractor(s) is 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.
Based upon the subsurface conditions determined from the geotechnical exploration,
the majority of the underlying subgrade soils exposed during construction are
anticipated to be relatively stable; however soft compressible and/or unstable areas may
be encountered during construction. 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. Overexcavation
8
Geotechnical Engineering Report- Pavement Evaluation lferracon
Lakota Lakes Development
Weld County, Colorado
Project No. 20035197
of wet zones and replacement with granular materials may be necessary. Use of
lime, fly ash, kiln dust, cement 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 be required to reduce subgrade pumping.
Subgrade Preparation
Subgrade soils beneath interior and exterior slabs on grade should be scarified,
moisture conditioned and compacted to a minimum depth of 12-inches. The moisture
content and compaction of subgrade soils should be maintained until slab or pavement
construction.
Fill Materials and Placement
Clean on-site soils or approved imported materials may be used as fill material.
Imported soils (if required) should conform to the following:
Percent fines by weight
Gradation JASTM C136)
•
3" 100
No. 4 Sieve 30-80
No. 200 Sieve 60 (max)
• Liquid Limit 30 (max)
• Plasticity Index 15 (max)
• R-Value (for on-site interior roadways) 15 (min)
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. It is recommended all fill material be compacted to a minimum 95 percent of
Standard Proctor Density ASTM D698.
On-site clay soils should be compacted within a moisture content range of 1 percent
below, to 3 percent above optimum. Imported granular soils should be compacted
within a moisture range of 3 percent below to 3 percent above optimum unless modified
by the project geotechnical engineer.
9
Geotechnical Engineering Report- Pavement Evaluation Terracon
Lakota Lakes Development
Weld County, Colorado
Project No. 20035197
Additional Design and Construction Considerations
Corrosion Protection
Results of soluble sulfate testing indicate that ASTM Type I Portland cement is
suitable for all concrete on and below grade. However, if there is no, or minimal cost
differential, use of ASTM Type II Portland cement is recommended for additional
sulfate resistance of construction concrete. Foundation concrete should be designed
in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4.
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 testing and
observation during excavation, grading, foundation and 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 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, 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.
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, 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 outlined 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.
10
L
L
L
APPENDIX A
1
1
1
1
1
1
J
J
J
lierracon
i
^�\
C)Sl ce \
`r., k Q .
• •
•
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t
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a Arv _cr r J I v
'.-
.ea .�j '�ac•n t ,�Gj oc ' `f/c • t1 I •
��,�t.' t' _ vll -PROJECT SITE •'il - •
e
1 lsns '1 WCR 54r t ,'I , 4
`•., \,\ 4 r.5-, \` \.. � ; ,� �.. .„, 1_`
:v
\\, 1 >'\� u \ \'4 ! • ass `. r }`
6, V
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'',13: +Iv i `�� ; `cc— + I
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:/T
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49 t
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N FIGURE 1: SITE VICINITY MAP
PAVEMENT EVALUATION LAKOTO LAKES PUD S/EJC OF WELD COUNTY ROAD 54&WCR 15
ev
WELD COUNTY,COLORADO
If Project Mngr:
Protect N
r- Designed By: DAR 11'erreeon D 20035197
state:
' Checked By: NTS
DAR 301 N.Hawes Street Dale
01/07/04
Approved B'DIAGRAM IS FOR GENERAL LOCATOR ONLY, By
DAR Fort Collins,Colorado 80521 Drawn By:
AND IS NOT INTENDED FOR CONSTRUCTON PURPOSES. JLS
Flle Name: 20035197-1 Figure No.
WCR 54
•
NO.1 S4"
LOT 2 �rT045).
LOT 3
N0.2
LOT 4
•
•
LOT •
•
N 0.3
LOT 6 •
•
LEGEND LOT 7
5) APPROX. TEST BORING LOCATIONS FIGURE 2: SITE DIAGRAM 1
PAVEMENT EVALUATION-LAKOTA LAKES PUD
N S/E/C OF WELD COUNTY ROAD 54 8 WCR 15
WELD COUNTY,COLORADO
Project Mng: Project No.
DAR 20035197
— Designee By: U'erracon Scale: 1'-2000
Checked By: Date:
DAL 301 N.Howes Street 01/07/04
Approved By DAR Fort Collins,Colorado 80521 Drawn By:
DIAGRAM IS FOR GENERAL LOCATION ONLY. JLS
AND IS NOT INTENDED FOR CONSTRUCTON PURPOSES due Name: 20035197-2 Figure No
LOG OF BORING NO. 1 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Debra Eberl
,TE South West Corner of WCR 54 and 13 PROJECT
Fort Collins, Colorado Lakota Lakes
SAMPLES TESTS
O O o to
-
2 DESCRIPTION _ g r _ z i
c,
w - Z ~ LL~
I N ul Z Zz
OW
— a I- O d O ?p WZ )- ()cc
t7 O D Z F- K vain 3 0 0 C a Du)
r 4. 5 F COARSE BASE
j 0.5 FILL MATERIAL -
'Sandy Lean Clay /
Brown, moist, stiff -SANDY LEAN CLAY CL 1 ST 12
_ Brown, moist, stiff to very stiff —
— CL 2 SS 12 16 9.7
CL 3 SS 12 11 13.4
j
5-
jCL 4 SS 12 12 22.9
'10 10
BOTTOM OF BORING
0
0
n
_ o
w
The stratification lines represent the approximate boundary lines
... ;, between soil and rock types: in-situ,the transition may be gradual.
2—WATER LEVEL OBSERVATIONS, ft BORING STARTED 12-19-03
_ DRY WD DRYl ierracon ROME55 FFOREMANOBING COMPLETED
219
IGIV
WL Water Level Reading on 12/22/03 APPROVED DAR JOB# 20035197
LOG OF BORING NO. 2 Page 1 of 1
C— LIENT ARCHITECT/ENGINEER
Debra Eberl
TE South West Corner of WCR 54 and 13 PROJECT
— Fort Collins, Colorado Lakota Lakes
SAMPLES I TESTS
o DESCRIPTION co r a z=
2 y K w - z r LLr
I 2 rn w > zrn Kul Z Zz
a I-0. CO CO w O 3 F--z > ow
— K
ca 0 0 D I-- K ym <0 Co. 7y
- 'I. 2 ,2" COARSE BASE -
0.5 FILL MATERIAL —
or
/
'Sandy Lean Clay
Brown, moist, stiff
SANDY LEAN CLAY CL 1 ST 12 8.1 112
Brown, moist, stiff to very stiff —
CL 2 SS 12 10 10.7
-
-
CL 3 SS 12 10 6.8
— 7,.%
5-
k.•
CL 4 SS 12 12 23.2
io
10 -
BOTTOM OF BORING
—22
,-
0
0
2
0
.w
i
w
The stratification lines represent the approximate boundary lines
'— between soil and rock types: in-situ,the transition may be gradual.
g WATER LEVEL OBSERVATIONS,ft BORING STARTED 12-19-03
L Q DRY WD = DRY lrerracon BORING COME 55EDFOREMANI2 19CG
tL
Y s L Water Level Reading on 12/22/03 APPROVED DAR JOB# 20035197
•
LOG OF BORING NO. 3 Page 1 of 1
— CLIENT ARCHITECT/ENGINEER
Debra Ebert
FE South West Corner of WCR 54 and 13 PROJECT
— Fort Collins, Colorado Lakota Lakes
SAMPLES TESTS
J W a 9: X
o DESCRIPTION m > st z x . ~z
o c K - Z H F- o•o
U) W Li/ Z CCLU Z ZZ ciUN
a. I- O e CO w U z3 wz D>- OOw oNu
O C D Z f-- d' NCO S.UU Oa 7h ct Ode
'.11 0 2 2"COARSE BASE -
0.5 FILL MATERIAL
- j \Sandy Lean Clay /
Brown, stiff
SANDY SILTY SILTTY CLAY CL 1 ST 12 7.2 104
Brown, moist, medium stiff to very stiff —
/ CL 2 SS 12 14 13.2 COMP.
SAMPLE
El
25/7/67
CL 3 SS 12 15 9.6
-
_
j9SM
5 - 4 SS 12 6 8.7
SILTY SAND
10 Brown, moist, medium stiff 10
BOTTOM OF BORING
0
0
0
z
z
O
+U
K
W
F
u The stratification lines represent the approximate boundary lines
--icii between soil and rock types: in-situ,the transition may be gradual.
; WATER LEVEL OBSERVATIONS, ft BORING STARTED 12-19-03
_r
W 2 DRY WD T DRY llerracon R GRING CO CME-55E
FFOREMANBOMPLETDI2 19CG
Water Level Reading on 12/22/03 APPROVED DAR JOB# 20035197
1
I ~
APPENDIX B
1
1
.1
1
1 , •
1 .
1
1
1
1
1
-F-
! lierracon
-4 — _ — —
-2 _--- - - - �_— —
1
•
cn
•
►- 2 f --- � ---
1
p I
CD
5 4
O
6h
•
1
10
0.1 1
APPLIED PRESSURE,TSF
Specimen Identification Classification Yd, pcf WC,%
• 2 1.0ft SANDY LEAN CLAY 112 8
0
a
8 Notes:
2
U
a.
a.
c�
m
N
= CONSOLIDATION TEST
Project: Lakota Lakes
ri 1 re rr icon Site: South West Corner of WCR 54 and 13 Fort Collins, Colorado
o Job#: 20035'197
Date: 1-6-04
-4- - I
- i
-2
m {
i I I f
Q 4
--i
O
Ii
6
_ I
8,
10
0.1 1 1
APPLIED PRESSURE,TSF
Specimen Identification Classification Yd, pcf WC,%
• 3 1.0ft SANDY SILTY CLAY 104 7
0
-- $ Notes:
z
0
0
Q.
rn
r,
M
8
CONSOLIDATION TEST
r N
Project: Lakota Lakes
ie rr aco Site: South West Corner of WCR 54 and 13 Fort Collins, Colorado
0 Job#: 20035197
^- Date: 1-6-04
60
CL CH
50
P
A
s 40
T
C
30-
Y
p 20
E
x
10
CL-ML { S ML MH
0
0 20 40 60 80 100
LIQUID LIMIT
Specimen Identification LL PL PI %Fines Classification
• 3 3.0ft 25 18 7 67 SANDY SILTY CLAY(CL-ML)
-
0
0
UU
W
H
d
U' ^
n
C
.—
ATTERBERG LIMITS RESULTS
w co
lierrEiccin Project: Lakota Lakes
Site: South West Corner of WCR 54 and 13 Fort Collins, Colorado
Job#: 20035197
"" Date: 1-6-04
- lierracon P.O Box 5
301 North H3
Howes Street
FORT COLLINS,COLORADO 80521
(970)484-0359 FAX(970)484-0454
RESISTANCE R-VALUE & EXPANSION
PRESSURE OF COMPACTED SOIL
. ASTM D2844 .
— CLIENT: Debra Eberl DATE OF TEST: 05-Jan-04
PROJECT: Lakota Lakes Subdivision - Proposed Interior Roadway
LOCATION: Composite Sample Test Boring No. 3 @ 0.5'-4.0'
TERRACON NO. 20035197 CLASSIFICATION: Clayey Sand with Gravel- SC;AASHT0 A-4
SAMPLE DATA TEST RESULTS ,`-`
TEST SPECIMEN NO. 1 2 3
COMPACTION PRESSURE (PSI) 110 130 150
DENSITY (PCF) 120.1 121.7 121.7
MOISTURE CONTENT(%) 13.3 12.4 11.5
EXPANSION PRESSURE (PSI) 0.06 0.28 1.09
HORIZONTAL PRESSURE @ 160 PSI 83 63 38
SAMPLE HEIGHT (INCHES) 2.47 2.44 2.47
EXUDATION PRESSURE (PSI) 237.1 375.5 661.9
CORRECTED R-VALUE 41.3 51.8 71.8
UNCORRECTED R-VALUE 41.3 _ 53.0 71.8
R-VALUE @ 300 PSI EXUDATION PRESSURE = 46
100
'- 90
80
70
w 60
m
≥ 50
fr 40
i
30
I
20
10
0
-
0 100 200 300 400 500 600 700 800
EXUDATION PRESSURE - PSI
I I I 1 I I I I . I I I I I I I 1 i 1
> ) i rerracon- >
CLIENT: Debra Eberl PROJECT: Lakota Lakes Development
PROJECT NO. 20035197 DATE: 1/8/04 LOCATION: South of Weld County Road 54 and East of WCR 15
, ,. : ; n AASHTO 1993 PAVEMENTDESIGN;�in}aridr R6s tlaehal`RQadways EDLA 20 s,,i 5i ur .: 2. ,,,K• '.A 7 ---,,i sue.+.
RIGID PAVEMENT ANALYSIS FLEXIBLE PAVEMENT ANALYSIS
(1) DESIGN 18-kip- (ESAL's) 20 146,000 (1) DESIGN 18-kip (ESAL's) 146,000
(2) RELIABILITY 85% (2) RELIABILITY 85%
(3) OVERALL DEVIATION 0.34 (3) OVERALL DEVIATION 0.44
(4) MODULUS OF RUPTURE 600
(5) MODULUS OF ELASTICITY 3,420,000
(6 LOAD TRANSFER 3.1 (4) R-VALUE (HVEEM STABILOMETER) 15
(7) MODULUS OF SUBGRADE REACTION 100 (5) SOIL RESILIENT MODULUS 9,325
(8) DRAINAGE COEFFICIENT 1.0
(9) INITIAL SERVICEABILITY 4.5 . (6) INITIAL SERVICEABILITY 4.5
(10)TERMINAL SERVICEABILITY 2.5 (7) TERMINAL SERVICEABILITY 2.5
Alternative C CALCULATED RIGID PAVEMENT THICKNESS,(IN): 4.77" CALCULATED STRUCTURAL NUMBER: 2.20
PAVEMENT THICKN{_SS REQUIRED MINIMUM.: °``r i} 4r' -± 4:A 4yd E r A4 15 CAL'CULATEDSTRUCTURAL ' ' '
LAYER NUMBER PAVEMENT THICKNESS PAVEMENT TYPE SECTION5-4).0:,,,' DRAINAGE COEFFICIENT r ✓ s'''�"REQUIRED SN".'
COEFFICIENT , a< (INCHES) „'�c-';- '04;4era'�r'�.� k* .,d"y>i *rh,. �5':; .*.xs,'�a'�`� S r r'' '"g? "Mr 5)4,7:z?N ` azx. :- Ix.w :tr T.., ,
UPPER 0.44 1.5 ASPHALT SURFACE-GRADINGS,SX 1.0 0.66
2 0.44 2.5 ASPHALT SURFACE•GRADING S.SG 1.0 1.10
AGGREGATE BASE COARSE.CLASS
2 0,11 6.0 1.0 0.66
50R6
Alternative A TOTAL 10.0 TOTAL 2.42 2.20
UPPER 0.44 1.5 ASPHALT SURFACE•GRADING 5,SX 1.0 0.66
2 0.44 2.5 ASPHALT SURFACE-GRADING 5,SG 1.0 1.10
3 0.11 6.0 AGGREGATE BASE COARSE-CLASS 1.0 0.66
50R6
3 0.05 12.0 FLY ASH TREATED SUBGRADE 1.0 0.60
Alternative B TOTAL 22.0 TOTAL 3.02 2.20
uo]eJJaJL T
T
T
T
T
T
T
T
T
T
T
T
T
T
3 XIaN3ddV
T
T
T
GENERAL NOTES
— DRILLING&SAMPLING SYMBOLS:
---.SS: Split Spoon- 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
;T: Thin-Walled Tube-2" O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler-2.42' I.D., 3"0.0., unless otherwise noted HA: Hand Auger
—
DB: Diamond Bit Coring -4", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
— The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-
inch penetration with a 140-pound hammer falling 30 inches is considered the 'Standard Penetration' or 'N-value". For 3'
O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches
using a 140-pound hammer falling 30 inches, reported as'blows per foot,' and is not considered equivalent to the 'Standard
•-r Penetration" or'N-value'.
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level . . - WS: While Sampling
— WCI: Wet Cave in WD: While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB: After Boring ACR: After Casing Removal
— Water levels indicated on the boring logs are the levels measured in the borings-at the times indicated. Groundwater levels at
other times and other locations acrossthe site could vary. In pervious soils, the indicated levels may reflect the location of
groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-
term observations. -
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified 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.
FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK
LS) . ISffii L) L} Relative IRa1 iss)
— Blows/Ft. Blows/Ft. Consistency Blows/Ft. Blows/Ft. Density Blows/Ft. Blows/Ft. Consistency
< 3 <2 Very Soft 0-6 < 3 Very Loose < 30 <20 Weathered
3-4 2-3 Soft 7-18 4-9 Loose 30-49 20-29 Firm
5-9 4-6 Medium Stiff 19-58 10-29 Medium Dense 50-89 30-49 Medium Hard
—
10-18 7-12 Stiff 59-98 30-49 Dense 90-119 50-79 Hard
19-42 13-26 Very Stiff > 98 >49 Very Dense > 119 > 79 Very Hard
> 42 > 26 . Hard
RELATIVE PROPORTIONS OF SAND AND GRAIN SIZE TERMINOLOGY
GRAVEL
Descriptive Terms of Percent of Major Component
—
Other Constituents Dry Weight of Sample Particle Size
Trace < 15 Boulders Over 12 in. (300mm)
With 15—29 Cobbles 12 in. to 3 in. (300mm to 75 mm)
— Modifier > 30 Gravel 3 in. to#4 sieve(75mm to 4.75 mm)
Sand #4 to#200 sieve(4.75mm to 0.075mm)
Silt or Clay Passing #200 Sieve(0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Terms of Percent of
Other Constituents Dry Weight Term Plasticity Index
Trace < 5 Non-plastic 0
With 5- 12 Low - 1-10
Modifiers > 12 Medium 11-30
High 30+
lrerracon
L
L I •
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests° Soil Classification
L Group
Symbol Group Name
Coarse Grained Soils Gravels Clean Gravels Cu≥4 and 1≤Cc≤3r GW Well graded gravelr
More than 50%of coarse Less than 5%fines`
1 More than 50%retained Cu<4 and/or 1 >Cc>3r GP Poorly graded graverfraction retained on
on No.200 sieve No.4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty gravel`•°"
than 12%fines° Fines classify as CL or CH GC Clayey graver."
Sands Clean Sands Cu≥6 and 1 ≤Cc≤31 SW Well graded sand'
1
50% or more of coarse Less than 5%fines° Cu<6 and/or 1 >Cc>3r SP Poorly graded sand'
fraction passes
No.4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand""
More than 12%fines° Fines classify as CL or CH SC Clayey sandem"
1 Fine-Grained Soils Silts and Clays inorganic PI>7 and plots on or above"A"line' CL Lean 0 yK M
50%or more passes the Liquid limit less than 50 xtu
No.200 sieve PI<4 or plots below"A"lines ML Silt
organic Liquid limit-oven - Organic clay""
dried <0.75 OL
Liquid limit-not Organic silt"m°
dried
1 Silts and Clays inorganic PI plots on or above"A"line CH Fat clay
Liquid limit 50 or more saw'
PI plots below"A"line MH Elastic silt
organic . Liquid limit-oven dried Organic clayVtu,v
<0.75 OH' Liquid limit-not dried Organic siltct"°Highly organic soils Primarily organic matter,dark in color, and organic odor PT Peat
"Based on the material passing the 3 in.(75 mm)sieve
1
"If fines are organic;add"with organic fines"to group name.
field sample contained cobbles or boulders,or both,add"with cobbles or ' If soil contains≥15%gravel,add"with graver to group name.
.aulders,or both"to group name. 'If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay.
1 c Gravels with 5 to 12%fines require dual symbols: GW-GM well graded x If soil contains 15 to 29%plus No.200,add"with sand"or"with
gravel with silt,GW-GO well graded gravel with clay,GP-GM poorly graded gravel,"whichever is predominant.
gravel with silt,GP-GC poorly graded gravel with clay. `If soil contains≥30%plus No.200 predominantly sand,add"sandy"
°Sands with 5 to 12%fines require dual symbols: SW-SM well graded sand to group name.
1 with silt,SW-SC well graded sand with clay, SP-SM poorly graded sand with "If soil contains≥30%plus No.200.predominantly gravel,add
sift,SP-SC poorly graded sand with clay 'gravelly'to group name.
ECU=DedD,n Cc= (Dao)2 "PI≥4 and plots on or above"A"line.
1 D,o x Deo °PI<4 or plots below"A"line.
r e PI plots on or above"A"line.
II soil contains≥15%sand,add"with sand"to group name.
°II fines classify as CL-ML,use dual symbol GC-GM,or SC-SM. °PI plots below"A"line.
1 50i ,
For classification of fine-grained Vi I
I soils and fine-grained traction I �'j I I
so=of coarse-grained soils ' ; i. \ce
1 - 1 Equation of`A`-line — i — j •P I I
• d i Horizontal at Pl=<to LL=25.5. I
X 40'— then PI=0.73 ILL-20) — - -=O"�- i __
-7- 1
to I Equation of"LI"-line I T '&0v i i I I
? I Venice!at LL=16 to Pi=7, I ,' G 1 I i
Y 30_ then Pl=0.9(LL-8)
20I I.• ' l i
�' .1G I I MH or OH 1
o-
•
I
4 ML or OL •
i l
0
1
1 i I I I I I_ I
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL) l ierracon _
. LABORATORY TEST
SIGNIFICANCE AND PURPOSE
TEST SIGNIFICANCE PURPOSE
California Bearing Used to evaluate the potential strength of subgrade soil, Pavement Thickness
Ratio subbase, and base course material, including recycled Design
materials for use in road and airfield pavements.
Consolidation Used to develop an estimate of both the rate and amount of Foundation Design
both differential and total settlement of a structure.
Direct Shear Used to determine the consolidated drained shear strength Bearing Capacity,
of soil or rock. Foundation Design,
and Slope Stability
Dry Density Used to determine the in-place density of natural, inorganic, Index Property Soil
fine-grained soils. Behavior
Expansion Used to measure the expansive potential of fine-grained Foundation and Slab
soil and to provide a basis for swell potential classification. Design
Gradation Used for the quantitative determination of the distribution of Soil Classification
particle sizes in soil.
Liquid &Plastic Limit, Used as an integral part of engineering classification Soil Classification
Plasticity Index systems to characterize the fine-grained fraction of soils,
and to specify the fine-grained fraction of construction
Materials.
Permeability Used to determine the capacity of soil or rock to conduct a Groundwater Flow
liquid or gas. Analysis
pH Used to determine the degree of acidity or alkalinity of a Corrosion Potential
soil.
Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion Potential
electrical currents.
•
R-Value Used to evaluate the potential strength of subgrade soil, Pavement Thickness
subbase, and base course material, including recycled Design
materials for use in road and airfield pavements.
Soluble Sulfate Used to determine the quantitative amount of soluble Corrosion Potential
sulfates within a soil mass.
Unconfined To obtain the approximate compressive strength of soils Bearing Capacity
Compression that possess sufficient cohesion to permit testing in the Analysis for
unconfined state. Foundations
Water Content Used to determine the quantitative amount of water in a soil Index Property Soil
mass. Behavior
rerrac n
REPORT TERMINOLOGY
(Based on ASTM D653)
Allowable Soil The recommended maximum contact stress developed at the interface of the foundation
Bearing Capacity element and the supporting material.
Alluvium Soil, the constituents of which have been transported in suspension by flowing water and
subsequently deposited by sedimentation.
Aggregate Base A layer of specified material placed on a subgrade or subbase usually beneath slabs or
Course pavements.
Backfill A specified material placed and compacted in a confined area.
Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces.
Usually requires drilling, wedging, blasting or other methods of extraordinary force for
excavation.
Bench A horizontal surface in a sloped deposit.
• Caisson (Drilled A concrete foundation element cast in a circular excavation which may have an enlarged
Pier or Shaft) base. Sometimes referred to as a cast-in-place pier or drilled shaft.
Coefficient of A constant proportionality factor relating normal stress and the corresponding shear stress
Friction at which sliding starts between the two surfaces.
Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of
a slope or cliff.
•
Compaction The densification of a soil by means of mechanical manipulation
Concrete Slab-on- A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used
Grade as a floor system.
Differential Unequal settlement or heave between, or within foundation elements of structure.
Movement
Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall.
ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000
pound axle loads).
Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions
under observations of a representative of a geotechnical engineer.
Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral
support presumed to be equivalent to that produced by the actual soil. This simplified
approach is valid only when deformation conditions are such that the pressure increases
linearly with depth and the wall friction is neglected.
Existing Fill(or Materials deposited throughout the action of man prior to exploration of the site.
Man-Made Fill)
Existing Grade The ground surface at the time of field exploration.
lierracon
REPORT TERMINOLOGY
(Based on ASTM D653)
._ Expansive The potential of a soil to expand (increase in volume) due to absorption of moisture.
Potential
Finished Grade The final grade created as a part of the project.
Footing A portion of the foundation of a structure that transmits loads directly to the soil.
Foundation The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth The depth at which the ground becomes frozen during the winter season.
Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span
between other foundation elements such as drilled piers.
Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock.
Heave Upward movement.
Lithologic . The characteristics which describe the composition and texture of soil and rock by
observation.
Native Grade The naturally occurring ground surface.
Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil.
optimum Moisture The water content at which a soil can be compacted to a maximum dry unit weight by a
Content given compactive effort.
Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the
presence of an intervening relatively impervious continuous stratum.
Scarify To mechanically loosen soil or break down existing soil structure.
Settlement Downward movement.
Skin Friction (Side The frictional resistance developed between soil and an element of the structure such as a
Shear) drilled pier.
Soil(Earth) Sediments or other unconsolidated accumulations of solid particles produced by the
physical and chemical disintegration of rocks, and which may or may not contain organic
matter.
Strain The change in length per unit of length in a given direction.
Stress The force per unit area acting within a soil mass.
Strip To remove from present location.
Subbase A layer of specified material in a pavement system between the subgrade and base course.
Subgrade The soil prepared and compacted to support a structure, slab or pavement system.
lierracon
ROCK CLASSIFICATION
(Based on ASTM C-294)
Sedimentary Rocks
Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be
composed of particles or pre-existing rocks derived by mechanical weathering, evaporation or by
chemical or organic origin. The sediments are usually indurated by cementation or compaction.
Cheri Very fine-grained siliceous rock composed of micro-crystalline or cryptocrystalline
quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and
has a conchoidal to splintery fracture.
Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any
rock containing clay. Soft massive and may contain carbonate minerals.
Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles
with or without interstitial or cementing material. The cementing or interstitial
material may be quartz, opal, calcite, dolomite, clay, iron oxides or other
materials.
Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg(CO3)2].
May contain non-carbonate impurities such as quartz, chert, clay minerals,
organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL).
Limestone A fine-grained carbonate rock consisting of the mineral calcite (CaCO3). May
contain non-carbonate impurities such as quartz, chert, clay minerals, organic
matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL).
Sandstone Rock consisting of particles of sand with or without interstitial and cementing
materials. The cementing or interstitial material may be quartz, opal, calcite,
dolomite, clay, iron oxides or other material.
Shale Fine-grained rock composed of or derived by erosion of silts and clays or any
rock containing clay. Shale is hard, platy, of fissile may be gray, black, reddish
or green and may contain some carbonate minerals (calcareous shale).
Siltstone Fine grained rock composed of or derived by erosion of silts or rock containing
silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm
in diameter) and are intermediate rocks between claystones and sandstones and
may contain carbonate minerals.
_ I
1 rerracon
LABORATORY TEST
SIGNIFICANCE AND PURPOSE
TEST SIGNIFICANCE PURPOSE
California Bearing Used to evaluate the potential strength of subgrade soil, Pavement Thickness
Ratio subbase, and base course material, including recycled Design
materials for use in road and airfield pavements.
Consolidation Used to develop an estimate of both the rate and amount Foundation Design
of both differential and total settlement of a structure.
Direct Shear Used to determine the consolidated drained shear strength Bearing Capacity,
of soil or rock. Foundation Design,
and Slope Stability
Dry Density Used to determine the in-place density of natural, Index Property Soil
inorganic, fine-grained soils. Behavior
Expansion Used to measure the expansive potential of fine-grained Foundation and Slab
soil and to provide a basis for swell potential classification. Design
Gradation Used for the quantitative determination of the distribution Soil Classification
of particle sizes in soil.
Liquid& Plastic Limit, Used as an integral part of engineering classification Soil Classification
Plasticity Index systems to characterize the fine-grained fraction of soils,
and to specify the fine-grained fraction of construction
materials.
Permeability Used to determine the capacity of soil or rock to conduct a Groundwater Flow
liquid or gas. Analysis
pH Used to determine the degree of acidity or alkalinity of a Corrosion Potential
soil.
Resistivity Used to indicate the relative ability of a soil medium to Corrosion Potential
carry electrical currents.
R-Value Used to evaluate the potential strength of subgrade soil, Pavement Thickness
subbase, and base course material, including recycled Design
materials for use in road and airfield pavements.
Soluble Sulfate Used to determine the quantitative amount of soluble Corrosion Potential
sulfates within a soil mass.
Unconfined To obtain the approximate compressive strength of soils Bearing Capacity
Compression that possess sufficient cohesion to permit testing in the Analysis for
unconfined state. Foundations
Water Content Used to determine the quantitative amount of water in a Index Property Soil
soil mass. Behavior
1 rerracan
Final Roadway
Design Report
contains oversized
Lakota Lakes Road
Plan and Profile
Map , and two Cross
Sections Design
Plans
Please see original
File
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