HomeMy WebLinkAbout20170088.tiffRESUBDIVISION FOR REDESIGN, ADDITION, VACATION
OR FINAL PLAT APPLICATION
FOR PLANNING DEPARTMENT USE
RECEIPT/AMOUNT # 1$
APPLICATION RECEIVED BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
Parcel Number 0' 9
5 9 2
1 0 7_ 0 0 5
(12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.us)
(Include all lots being included in the application area. If additional space is required, attach an additional sheet)
Legal Description Tract A Arrowhead 4th Filing , Section 27 , Township 5 North, Range 66 West
Property Address (If Applicable) 5300 Kiowa Drive and 5101 Pawnee Drive
Existing Zone District: A Proposed Zone District:_ _ E Total Acreage: 10.47 Proposed ##/Lots 2
Average Lot Size: 5.23 Ac. Minimum Lot Size: 5.15 Ac. Proposed Subdivision Name: Owen Estates
FEE OWNER(S) OF THE PROPERTY (If additional space is required, attach an additional sheet)
Name: Jacob W. Owen and Laura A. Owen
Work Phone # (970) 301- 0184
Home Phone # (970) 613-1966 Email Addressjacobandauraowen@gmail.com
Address: 590 North Saint Louis Avenue
City/State/Zip Code Loveland, CO 80538-1215
APPLICANT OR AUTHORIZED AGENT (See Below: Authorization must accompany applications signed by Authorized Agent)
Name: Jeffrey W. Couch
Work Phone # (970) 231-9937 Home Phone # (970) 207-1970 Email Address jeffcouch7@comcast.net
Address: 3468 Shallow Pond Drive
City/States ip Code Fort Collins, CO 80528-7002
UTILITIES: Water: City of Evans
Sewer: Private Septic System
Gas: Atmos Energy
Electric: Xcel Energy
Phone: CenturyLink
DISTRICTS: School: Weld County School District Number 6 (Greeley -Evans)
Fire: Milliken Fire Protection District
Post: Greeley, CO 80634
I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted
with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all
fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from aii
fee owners mus be included with the application. If a corporation is the feeowner, notarized evidence must be
included it is 4g the ignajgry has the legal authority to sign for the corporation.
Signar or Authorized Agent Date
, AA ct
/62
ignature: Owner or Authorized Agent Date
Owen Estates
Supplemental Requirements for Resubdivision
June 28, 2016
1. The proposed subdivision will create two residential tracts. Each tract will be slightly larger than five acres.
2. A preliminary plat was not required for this project. The existing parcel is platted as Tract A of Arrowhead
Subdivision 4th Filing.
3. The two proposed lots are 5,15 acres and 5.32 acres.
4. The existing Tract A within the Arrowhead Subdivision 4th Filing will be split into two residential tracts. All
required infrastructure is available and adjacent to the proposed tracts and no public improvements are
being proposed as part of this project.
5. On -street parking is not being proposed as part of this project.
6. School sites/ open sites or park areas are not being proposed as part of this project.
7. Public land dedication is not being proposed as part of this project.
8. Both domestic and fire flows for this project are provided by an existing water system owned and
maintained by the City of Evans/ Colorado. The two residential sites will ultimately use about two hundred
gallons of water per day on average.
9. Water taps identified as Certificates Number 16-A and 17-A have been previously purchased for this project.
10. A copy of each water tap Certificate is included with the resubdivision submittal.
11. Both proposed residential tractor will utilize private septic systems for wastewater disposal.
12. Wastewater disposal will be provided by private septic systems for both tracts.
13. The Colorado Geological Survey has not provide comments for this project.
14. Covenants or grants of easements and restrictions are not being proposed as part of this project.
15. There are no Colorado Department of Transportation (CDOT) facilities located near this project. A CDOT
Access Permit will not be required for this project.
16. There are no irrigation improvements located within the project boundaries.
17. Existing right-of-ways were established as part of the original Arrowhead Subdivision 4th Filing. Both
proposed tracts are adjacent to the existing right-of-ways and public transportation improvements are
proposed as part of this project.
18. A proposed Subdivision Improvement Agreement is not anticipated to be part of this project.
19. And Off -site Road Improvement Agreement is not anticipated to be part of this project.
20. An "Exception to Stormwater Detention " is being included as part of the Resubdivision submittal materials.
The property (Tract A) which is the subject to this submittal lies entirely below existing adjacent property
and is adjacent to a major stormwater conveyance.
21. An Erosion Control Report has not been requested by the Department of Public Works. it is anticipated that
site drawings including erosion control information will be provided as part of the Building Permit
Application for each tract.
22. There are no public improvements being proposed as part of this project.
23. There are no public dedications being proposed as part of this project.
24. There are no public dedications being proposed as part of this project.
25. Geological investigations have been completed by CDS Engineering Corporation and are included as part of
the Resubdivision submittal materials.
26. A Colorado Geological Survey is not anticipated for this project. A review fee has not been provided
27. An investigation fee has not been request for this project by Weld County.
Owen Estates
Drainage Summary
June 28,2016
I.. Exception
As provided for in Section F, an exception from stromwater detention is requested for Owen Estates for the
following reasons:
(7) Residential developments
A. There are only two parcels proposed as part of this project.
B. Each of the two proposed tracts are larger than five (5) gross acres.
C. Downstream roadway and conveyance criteria are not exceeded.
D. The total post -development imperviousness does not exceed ten per cent (10%).
(12) Individual parcel with an unobstructed flow path
Owen Estates is adjacent to a major drainage conveyance. There are no properties between the project and
the major drainage conveyance or areas where there are FEMA designations.
Project Drainage Summary
Attached is topographic mapping provided by the City of Evans, Colorado. The mapping provides detailed
one foot contours for the project site and surrounding areas. The property to be created as Owen Estates is
shown to be entirely below adjacent property and drains directly into natural conveyances.
Proposed drainage impacts appear to be limited to historic flow from higher and adjacent existing
residential development. Proposed residential structures for Owens Estates have been located to allow
historic upstream flows to continue to the north unobstructed. Grading plans to reflect this concept are
being prepared for each structure as part of the Building Permit Application.
Chris Gathman
From:
Sent:
To:
Cc:
Subject:
Martha Perkins <mperkins@millikenco.gov>
Friday, April 22, 2016 4:32 PM
Tom Parka Jr.
Chris Gathman; Kent Brown
RE: Pre Application
Applicant: Jeffery Couch
Site Address: 5300 Kiowa Drive
Evans, Colorado
Arrowhead Subdivision — Fourth Filing Tract "A"
The Planning Commission reviewed this application at their last Planning & Zoning Commission meeting and have no
comments. They are fine with it.
Thank you,
Martha Perkins
Community Development Director
Town of Milliken
970-660-5046
From: Tom Parko Jr. [mailto:tparko@co.weld.co.us]
Sent: Wednesday, April 13, 2016 7:24 AM
To: Kent Brown <kbrown@millikenco.gov>
Cc: Martha Perkins <mperkins@millikenco.gov>; Chris Gathman <cgathman@co.eld1co.us>
Subject: Pre Application
Kent,
Attached is a pre application located in Milliken's CPA.
Regards,
Torn Parko, MA.
Director of Planning Services
Weld County Dept. of Planning Services
1555 N. 17th Avenue
Greeley, CO. 80631
Office: 970-353-6100, ext 3572
Mo bile: 970-302-5333
Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for
the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise
protected from disclosure. If you have received this communication in error, please immediately notify sender by return
1
e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the
contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited.
2
June 28, 2016
Western Construction Mgt. Inc.
724 Soaring Eagle Drive
Laporte, CO 80535
Attn: Mr. Steve Carrier (scarricr52(ii amail.com)
Re: Geotechnical Subsurface Exploration
Pawnee Drive Residence
Weld County, Colorado
EEC Project No. 16-01-086
Mr. Carrier:
C
E
C
EARTH
ENGINEERING
COMPANY, INC.
Earth Engineering Company, Inc. (EEC) personnel have completed the geotechnical subsurface
exploration you requested for the proposed single-family residence to be constructed on Pawnee
Drive south of Greeley in Weld County, Colorado. Results of our subsurface exploration are
provided in this report.
We understand the proposed single-family residence will be a one or two-story wood -frame
structure with a full basement. We expect foundation loads for the structure would be light, with
continuous wall loads less than 3 kips per lineal foot and individual column loads less than 50 kips.
Small grade changes are expected to develop final site grades for the structure. The residence is
expected to utilize an on -site wastewater treatment (OWTS).
The purpose of this report is to describe the subsurface conditions encountered in the test borings
completed within the identified building envelope on the site and provide geotechnical
recommendations for design and construction of foundations and support of floor slabs and
exterior flatwork. The results of site percolation testing are also included.
The referenced lot is located in an area northeast of the intersection of Kiowa Drive and Pawnee
Drive south of Greeley in Weld County, Colorado. The referenced site was relatively flat and was
vegetated at the time of our field work.
To develop information on existing subsurface conditions in the area of the proposed residence,
two soil borings were extended to depths of approximately 20 and 35 feet below present site grades
within the designated building envelope. One (1) additional test boring to a depth of approximately
P.O. Box 271428, Fort Collins, CO 80527 phone: 970.775.2004 fax: 970.663.0282
Earth Engineering Company, Inc.
EEC Project No. 16-01-086
June 28, 2016
Page 2
8 feet and six (6) percolation test holes to depths of approximately 3 and 5 feet were advanced in
the identified area of the OWTS to develop percolation and soil profile information. The locations
of the test borings were established by pacing and estimating angles from site property corners and
identifiable site features. The locations of the borings should be considered accurate only to the
degree implied by the methods used to make the field measurements.
The borings were performed using a truck -mounted, rotary -type drill rig equipped with a hydraulic
head employed in drilling and sampling operations. The boreholes were advanced using 4 -inch
nominal diameter continuous flight augers. Samples of the subsurface materials encountered were
obtained using split -barrel and California barrel sampling procedures in general accordance with
ASTM Specification D-1586. All samples obtained in the field were sealed and returned to the
laboratory for further examination, classification and testing.
An EEC field engineer was on site during drilling to evaluate the subsurface conditions
encountered and direct the drilling activities. Field boring logs were prepared based on observation
of disturbed samples and auger cuttings. Based on results of the field borings and laboratory
testing, subsurface conditions in the proposed residence location can be summarized as follows:
Brown/rust and brown sandy lean clay soils were encountered at the surface at the boring locations.
The sandy lean clay soils were very stiff in consistency and exhibited a low potential for swelling
with variation in moisture content at current moisture/density conditions. The sandy lean clay soils
were underlain by grey/brown and rust silty claystone bedrock at a depth of approximately 3 feet
below present site grades. The silty claystone bedrock was moderately hard in consistency and
exhibited a low to moderate potential for swelling with variation in moisture content at current
moisture/density conditions. The silty claystone bedrock contained sandstone lenses and extended
to the bottom of the borings at a depth of approximately 20 and 35 feet below present site grades.
Observations were made while drilling and approximately 24 hours after completion of the borings
to determine the presence and depth to the hydrostatic groundwater table. At the time of drilling,
free water was not observed in the borings completed on this property. Approximately 24 hours
after drilling, free water was observed at a depth of approximately 7 and 8 feet below present site
grades at borings B-1 and B-2, respectively. Longer -term observations in holes which are cased
and sealed from the influence of surface water would be required to more accurately determine
fluctuations in groundwater levels over time. Fluctuations in groundwater levels can occur based
on hydrologic conditions and other conditions not apparent at the time of this report. Zones of
Earth Engineering Company, Inc.
EEC Project No. 16-01-086
June 28, 2016
Page 3
perched and/or trapped water may also be encountered in more permeable zones within the
subgrade soils at times throughout the year.
The stratification boundaries indicated on the boring logs represent the approximate locations of
changes in soil types. In -situ, the transition of materials may be gradual and indistinct. Bedrock
classification was based on visual and tactual observations of disturbed samples and auger cuttings;
coring and/or petrographic analysis may reveal other rock types. In addition, the soil borings
provide an indication of subsurface conditions at the test locations. However, subsurface
conditions may vary in relatively short distances away from the borings. Potential variations in
subsurface conditions can best be evaluated by close observation and testing of the subgrade
materials during construction. If significant variations from the conditions anticipated from the
test borings appear evident at that time, it may be necessary to re-evaluate the recommendations
provided in this report.
ANALYSIS AND RECOMMENDATIONS
General
Groundwater was observed in the test borings at a depth of approximately 7 to 8 feet below present
site grades. We recommend maintaining a minimum 3 -feet separation between the foundation
bearing elevation and peak seasonal groundwater levels. Close observation would be needed to
evaluate the groundwater depths during the spring and summer months to determine the peak
groundwater levels at the site. Full depth basement construction does not appear feasible for the
proposed residence.
The materials encountered in the soil borings completed in the approximate location of the
residence consisted of sandy lean clay soils underlain by silty claystone bedrock. Foundation
elements supported on the silty claystone bedrock would be expected to experience post -
construction heaving. We typically recommend drilled pier foundations and structural basement
floors in similar subsurface conditions in order to reduce the potential for foundation and floor slab
movement subsequent to construction. Presented below are our recommendations for construction
of the residence using drilled pier foundations. It should be noted that construction in areas with
expansive soils and bedrock carries with it inherent risks regardless of the foundation type chosen.
Those risks include post -construction movement of foundations, floor slabs, exterior flatwork and
other site improvements.
Earth Engineering Company, Inc.
EEC Project No. 16-01-086
June 28, 2016
Page 4
Drilled Pier Foundations
Based on the materials observed in the test borings, it is our opinion the proposed lightly loaded
single-family residential structure should be supported on drilled pier foundations. We
recommend those drilled pier foundations extend to bear at least 25 feet below finished top -of -pier
elevation or extend into the underlying claystone bedrock stratum at least 15 feet, whichever results
in the longer drilled pier. For design of drilled pier foundations bearing in the moderately hard
claystone bedrock, we recommend using a total load end bearing pressure not to exceed 25 kips
per square foot. A minimum dead load pressure of 5.0 kips per square foot should be maintained
on the drilled pier foundation.
Additional pier capacity can be developed by extending the drilled piers beyond the recommended
minimum bedrock penetration and taking advantage of additional friction capacity between the
drilled pier and surrounding bedrock. We recommend an allowable friction value of 2.5 kips per
square foot be used for that portion of the drilled pier shaft extending below the upper 15 feet of
the pier. The skin friction on the drilled piers can also be used to offset an inability to develop the
recommended dead load on the piers. We recommend an uplift skin friction value of 1.7 kip per
square foot be used to calculate additional uplift resistance.
The drilled piers should be designed with full-length steel reinforcement to help transmit any
tensile stresses in the drilled pier shafts. Grade beams between the drilled piers should be designed
with a minimum 6 -inch void space between the grade beam and underlying subgrade to prevent
heaving of the subgrades causing uplift forces on the bottom of those grade beams. The voids
should be formed using cardboard void boxes or other approved methods to prevent an influx of
debris or soil into the void space beneath the grade beams.
Based on previous experience with similar subsurface conditions in the area and on soil and
groundwater conditions observed at the time of our test borings, we do not anticipate that
temporary casing will be required to prevent an influx of soil and water into the boreholes required
for construction of the drilled piers. Based on previous experience with similar subsurface
conditions in the area and on materials observed in the test borings, we anticipate the drilled piers
could be constructed using conventional augering techniques.
At the time of construction, care should be taken to place concrete in the open borings as soon as
practical after completion to prevent sloughing of the sidewalls of the caissons into the open
Earth Engineering Company, Inc.
EEC Project No. 16-01-086
June 28, 2016
Page 5
boreholes and/or drying of the bearing materials. Concrete placed in the drilled piers should have
a slump within the range of 5 to 8 inches to promote complete filling of the drilled shaft excavation
and prevent formation of voids in the shaft concrete. Care should be taken at the time of
construction to avoid "mushrooming" at the top of the drilled pier excavations. The use of sono-
tubes or other approved means may be necessary to maintain a consistent shaft diameter if
sloughing occurs in the near surface soils.
We estimate the long-term movement of drilled caisson foundations designed and constructed as
outlined above would be less than 1 inch. Developing and maintaining positive drainage away
from the structure and preventing accumulation of water below or adjacent to the building will be
critical for long-term performance of the drilled pier foundations in the expansive claystone
materials.
Interior Floors
Use of drilled pier foundations is recommended to reduce the potential for movement of the
building foundations with fluctuations in moisture content in the claystone bedrock observed near
anticipated foundation bearing levels. To prevent movement of the floor slabs in the same
subsurface conditions, interior living space floors for the residence could be supported as structural
floors with a void space between the bottom of the floor system and underlying expansive subgrade
materials. A minimum 10 -inch void space could be developed beneath the bottom of the floor
system and underlying subgrade.
Garage and Exterior Slab -on -Grade Subgrades
Any existing vegetation and/or topsoil should be removed from floor slab areas. After stripping
and completing all cuts and prior to placement of any floor slabs or fill, we recommend the exposed
subgrades be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted
to at least 95% of the material's maximum dry density as determined in accordance with ASTM
Specification D-698, the standard Proctor procedure. The moisture content of the scarified soils
should be adjusted to be within the range of ±2% of standard Proctor optimum moisture at the time
of compaction.
Fill soils required to develop the floor slab subgrades should consist of approved, low -volume
change materials which are free from organic matter and debris. It is our opinion the on -site sandy
Earth Engineering Company, Inc.
EEC Project No. 16-01-086
June 28, 2016
Page 6
lean clay soils could be used as low -volume change fill in the floor areas. The on -site silty
claystone bedrock should not be used as backfill in these areas. Those fill materials should be
placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for
the scarified soils and compacted to at least 95% of standard Proctor maximum dry density.
After preparation of the subgrades, care should be taken to avoid disturbing the in -place materials.
Subgrade materials loosened or disturbed by the construction activities or materials which become
dry and desiccated or wet and softened should be removed and replaced or reworked in place prior
to placement of the floor slab concrete.
As a precaution, the floor slabs should be isolated from structural portions of the building to
prevent differential movement to those elements causing distress to the structure. In addition, we
recommend the floor slab be isolated from non -load bearing partitions to help reduce the potential
for slab movement causing distress in upper sections of the building. That isolation is typically
developed through the use of a voided wall which is suspended from the overhead first floor joist.
Care should be taken in door framing, drywalling and finishing to maintain a voided space which
will allow for movement of the floor slab without transmission of stresses to the overlying
structure.
While laboratory testing completed for this report indicated the near surface site soils sampled
exhibited relatively low swell potential, floor slab and exterior flatwork movement could occur
and should be expected. Slab movement is common in Colorado even in areas with relatively low -
swelling soils. Mitigation techniques to reduce the potential for post -construction movement, such
as overexcavation, moisture conditioning and replacement could be considered; however, the risk
for slab movement cannot be eliminated.
Below Grade Areas
We recommend installing a perimeter drain system around all below grade areas to reduce the
potential for development of hydrostatic loads on the below grade walls and to help prevent
accumulation of infiltration water in below grade areas. In general, a perimeter drain system
should consist of perforated metal or plastic pipe placed at approximate foundation bearing level
around the exterior perimeter of the structure. The drainline should be surrounded by a minimum
of 6 inches of appropriately -sized granular filter soil. The filter soil or the drainline should be
surrounded by a filter fabric to help reduce the potential infiltration of fines into the drain system.
Earth Engineering Company, Inc.
EEC Project No. 16-01-086
June 28, 2016
Page 7
The drainline should be sloped to provide gravity flow of water to a sump or gravity outfall where
reverse flow cannot occur into the system. In additional to an exterior perimeter drain, an interior
perimeter drain and network of laterals should also be considered due to the presence of relatively
shallow groundwater at the site. The installation of an interior drain system in addition to the
exterior drain system would reduce the potential for groundwater infiltration into below grade
areas should the groundwater levels rise higher than those observed at the time of drilling.
Backfill placed adjacent to the below grade walls should consist of approved, cohesive low -
volume -change soils which are free from organic matter and debris. It is our opinion the on -site
sandy lean clay soils could be used as low -volume change fill in the floor areas. The on -site
claystone bedrock should not be used as backfill in this area. If free draining granular soils are
used as backfill adjacent to the below grade areas, we recommend the top 2 feet of material be an
essentially cohesive material to help reduce the potential for immediate surface water infiltration
into the backfill. The backfill soils should be placed in loose lifts not to exceed 9 inches thick,
adjusted to within -1 to +3% of optimum moisture content and compacted to be within the range
94 to 98% of the material's standard Proctor maximum dry density.
Care should be taken in placing and compacting the wall backfill to avoid placing undue lateral
stress on the below grade walls. We recommend compacting with light mechanical or hand
compaction equipment. For design of below grade walls where appropriate steps have been taken
to eliminate hydrostatic loads, we recommend using an equivalent fluid pressure of 55 pounds per
square foot per foot of depth. The recommended design equivalent fluid pressure is based on an
active stress distribution case where slight rotation is expected in the below grade walls. The
rotation expected to develop an active stress distribution case results in deflection on the wall of
approximately 0.5% times the height of the wall. That deflection may result in stress cracks on
the interior of the basement walls, particularly near the center of spans between corners or other
restrained points. The recommended equivalent fluid pressure does not include a factor of safety
or an allowance for hydrostatic loads. Surcharge loads placed adjacent to below grade walls or
point loads placed in the wall backfill may add to the lateral pressures on below grade walls.
Other Considerations
Positive drainage should be developed away from the structure with a minimum slope of 1 inch
per foot for the first 10 feet away from the building. Care should be taken in planning of
landscaping adjacent to the residence to avoid features which would pond water adjacent to the
Earth Engineering Company, Inc.
EEC Project No. 16-01-086
June 28, 2016
Page 8
foundations or stemwalls. Plants which require an irrigation system and/or cause substantial
fluctuations in the moisture content of the subgrade soils should not be placed adjacent to the
structure. Lawn watering systems should not be placed within 5 feet of the perimeter of the
building. Spray heads should be designed to spray water away from the structure. Roof drains
should be designed to discharge at least 5 feet away from the structure and away from paved areas.
Site Percolation Tests
Percolation tests and one 8 -feet deep boring were completed in the identified area of the proposed
on -site wastewater treatment. The materials encountered in the test boring consisted of brown
sandy lean clay soils underlain by grey/brown and rust claystone bedrock at a depth of
approximately 2 feet which extended to the bottom of the boring at a depth of approximately 8 feet
below present site grades. An average percolation rate of 59.2 minutes per inch was established in
the percolation test borings.
Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch for use
of a conventional absorption field. The measured percolation rate does meet that criterion. Weld
County guidelines also require that neither groundwater nor bedrock be encountered within 6 feet
of ground surface at the location of an absorption field. The test boring completed indicates the
near surface site soils do not meet the separation from bedrock and groundwater criteria. Based
on the results as outlined above, it appears an engineered septic absorption system would be
required for the residence. When constructing the absorption field, Boulder County criteria
concerning proximity to property lines, drainage ways and other site features should be addressed.
GENERAL COMMENTS
The analysis and recommendations presented in this report are based upon the data obtained from
the soil borings performed at the indicated locations and from any other information discussed in
this report. This report does not reflect any variations which may occur across the site. The nature
and extent of such variations may not become evident until construction. If variations appear
evident, it will be necessary to re-evaluate the recommendations of this report.
It is recommended that the geotechnical engineer be retained to review the plans and specifications
so comments can be made regarding the interpretation and implementation of our geotechnical
recommendations in the design and specifications. It is further recommended that the geotechnical
Earth Engineering Company, Inc.
EEC Project No. 16-01-086
June 28, 2016
Page 9
engineer be retained for testing and observations during earthwork and foundation construction
phases to help determine that the design requirements are fulfilled.
This report has been prepared for the exclusive use of Western Construction Mgt. Inc. for specific
application to the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranty, express or implied, is made. In the event that
any 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
the changes are reviewed and the conclusions of this report are modified or verified in writing by
the geotechnical engineer.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we can be of further service to you in any other way please do not
hesitate to contact us.
Very truly yours,
Earth Engineering Company, Inc.
Michael J. Coley, P.E.
Principal Engineer
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted
ST: Thin -Walled Tube - 2" O.D., unless otherwise noted
R: Ring Barrel Sampler -2.42" I.D., 3" O.D. unless otherwise noted
PA: Power Auger
HA: Hand Auger
DB: Diamond Bit = 4", N, B
AS: Auger Sample
HS: Hollow Stem Auger
PS: Piston Sample
WS: Wash Sample
FT: Fish Tail Bit
RB: Rock Bit
BS: Bulk Sample
PM: Pressure Meter
WB: Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch O.D. split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level
WCI: Wet Cave in
DCI: Dry Cave in
AB : After Boring
WS : While Sampling
WD : While Drilling
BCR: Before Casing Removal
ACR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated
levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not
possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2488. Coarse Grained
Soils have move than 50% of their dry weight retained on a
#200 sieve; they are described as: boulders, cobbles, gravel or
sand. Fine Grained Soils have less than 50% of their dryweight
retained on a #200 sieve; they are 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 relative in -
place density and fine grained soils on the basis of their
consistency. Example: Lean clay with sand, trace gravel, stiff
(CL); silty sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf
< 500
500 - 1,000
1,001- 2,000
2,001 - 4,000
4,001 - 8,000
8,001 - 16,000
Consistency
Very Soft
Soft
Medium
Stiff
Very Stiff
Very Hard
RELATIVE DENSITY OF COARSE -GRAINED SOILS:
N-Blows/ft
0-3
4-9
10-29
30-49
50-80
80 +
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight Slight decomposition of parent material on
joints. May be color change.
Moderate Some decomposition and color change
throughout.
High Rock highly decomposed, may be extremely
broken.
HARDNESS AND DEGREE OF CEMENTATION:
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Can be scratched easily with knife.
Hard Cannot be scratched with fingernail.
Soft Can be scratched with fingernail.
Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot be
scratched with fingernail.
Moderately Can be scratched with fingernail.
Hard
Soft Can be easily dented but not molded with
fingers.
Sandstone and Conglomerate:
Well Capable of scratching a knife blade.
Cemented
Cemented Can be scratched with knife.
Poorly Can be broken apart easily with fingers.
Cemented
E
E
C
EARTH
ENGINEERING
COMPANY, INC.
Earth Engineering Company
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Group Group Name
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Symbol
Coarse - Grained Soils Gravels more than Clean Gravels Less Cu≥4 and 1<Cc≤3E GW Well -graded gravel E
more than 50% 50% of coarse than 5% fines
retained on No. 200 fraction retained on Cu<4 and/or 1>Cc>3E GP Poorly -graded gravel F
sieve No. 4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravel G'"
more than 12%
fines Fines Classify as CL or CH GC Clayey Gravel F'G"
Sands 50% or more Clean Sands Less Cu≥6 and 1<Cc≤3E SW Well -graded sand
coarse fraction than 5% fines
passes No. 4 sieve Cu<6 and/or 1>Cc>3E SP Poorly -graded sand
Sands with Fines Fines classify as ML or MH SM Silty sand G'"''
than 12%
more
fines Fines classify as CL or CH SC Clayey sand G' L'
Fine -Grained Soils Silts and Clays inorganic PI>7 and plots on or above "A" Line CL Lean clay K,L,M
50% or more Liquid Limit less
passes
the No. 200 sieve than 50 PI<4 or plots below "A" Line ML Silt K,c,M
organic Liquid Limit - oven dried Organic clay K,L,M,N
<0.75 OL
Liquid Limit - not dried Organic silt K,L,M,O
Silts and Clays inorganic PI plots on or above "A" Line CH Fat clay KLM
Liquid Limit 50 or
more PI plots below "A" Line MH Elastic Silt K,L,M
organic Liquid Limit - oven dried Organic clay K,L,M,P
<0.75 OH
Liquid Limit - not dried Organic silt K,L,M,O
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
z
ABased on the material passing the 3 -in. (75 -mm) E(Ds01 Kif soil contains 15 to 29% plus No. 200, add "with sand"
CU=D60/D,0 Cc_
sieve D10 X D60 or "with gravel", whichever is predominant.
°If field sample contained cobbles or boulders, or `If soil contains ≥ 30% plus No. 200 predominantly sand,
both, add "with cobbles or boulders, or both" to add "sandy" to group name.
group name. Flf soil contains ≥15% sand, add "with sand" to Mlfsoil contains≥30% plus No. 200 predominantly gravel,
Gravels with 5 to 12% fines required dual symbols: °If fines classify as CL -ML, use dual symbol GC- add "gravelly" to group name.
GW-GM well graded gravel with silt CM, or SC-SM. "PI≥4 and plots on or above "A" line.
GW-GC well -graded gravel with clay "If fines are organic, add "with organic fines" to °Pl≤4 or plots below "A" line.
GP -GM poorly -graded gravel with silt group name °PI plots on or above "A" line.
GP -GC poorly -graded gravel with clay 'If soil contains >15% gravel, add "with gravel" to QPI plots below "A" line.
°Sands with 5 to 12% fines require dual symbols: group name
SW-SM well -graded sand with silt 'If Atterberg limits plots shaded area, soil is a CL -
SW -SC well -graded sand with clay ML, Silty clay
SP-SM poorly graded sand with silt
SP -SC poorly graded sand with clay
60
/
For Classification of fine-grained soils and /
fine-grained fraction of coarse -grained /
SO soils. /
/
Equation of "A" -line
a 40 Horizontal at PI -4 to LL -25.5 /
w then PI -0.73 (LL -20) /
/
z Equation of "U" -line /
y 30 Vertical at LL=1fi to PI -7, /
~ then PI -0.9 (LL -8) /
u /
F- /
a 20 /
a / MHOROH
/
/
10 /
/ ML OR OL
CL -M
-aildilliii0 I
I
F
C
EARTH T1 r 0 10 20 30 40 50 60 70 80 90 100 110
ENGINEERING LIQUID LIMIT LL)
COMPANY, INC,
N
Not To Scale
PROPERTY LINE
1*
PERCOLATION TEST RESULTS
# 1-- 120.0 MIN/INCH
# 2-- 30.0 MIN/INCH
# 3-- 48.0 MIN/INCH
# 4-- 17.1 MIN/INCH
# 5-- 80.0 MIN/INCH
# 6-- 60.0 MIN/INCH
AVERAGE-- 59.2 MIN/INCH
LEGEND
�
B-1 BORING LOCATION
SITE PHOTOS
PI TOs TAKEN TRO4 AWPROIPJATE SMIDOL LOCATKM IN DIRECTION OF MEOW
Ale
MARSH AREA
Kr
Ale
PERCOLATION TEST AREA
B-2•
APPROXIMATE HOUSE SITE
B-1
.14
ARROWHEAD LAKE
FLOOD PLAIN
r r r r
A.
BORING LOCATION DIAGRAM
PAWNEE DRIVE RESIDENCE
WELD COUNTY, COLORADO
PROJECT NUMBER: 16-01-086 DATE: JUNE 2016
EARTH ENGINEERING COMPANY
PAWNEE DRIVE RESIDENCE
WELD COUNTY, CO
EEC PROJECT No. 16-01-086
JUNE 2016
PAWNEE DRIVE RESIDENCE
WELD COUNTY, COLORADO
PROJECT NO: 16.01-086
DATE: JUNE2016
LOG OF BORING B-1
RIG TYPE: CME75
SHEET 1 OF 1
WATER DEPTH
FOREMAN: SM
START DATE
6/1772016
WHILE DRILLING
None
AUGER TYPE: 4" CFA
FINISH DATE
6/17/2016
AFTER DRILLING
None
SPT HAMMER: AUTO
SURFACE ELEV
NIA
3 DAYS AFTER DRILLING
7'
SOIL DESCRIPTION
D
I FEET)
N
( BLOWSIFT)
OU
(PSF)
MC
I%)
DD
I PCF)
A.LIMITS
-200
I%)
SWELL
TYPE
LL
PI
PRESSURE
5.g 500 PSF
SANDY LEAN CLAY (CL)
brown+rust
2
— —
4
_ _
6
B
10
very stiff ICS
9
9000
19.3
102.5
c 500 psf
None
CLAYSTONE 55
1B
9000+
22.0
greyfbrownfrust
moderately hard
silty
ICS
40
9000+
19.8
106.6
NL
NP
71.5
c 500 psf
None
12
14
_ _
16
18
20
ISS
3519"
9000+
19.2
CS
56/11"
9000+
17.0
111.4
1500 psf
0.5%@1000
23' BOTTOM OF BORING
_ _
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Earth Engineering Company
PAWNEE DRIVE RESIDENCE
WELD COUNTY, COLORADO
PROJECT NO: 16.01-086
DATE: JUNE2016
LOG OF BORING B-2
RIG TYPE: CME75
SHEET 1 OF 1
WATER DEPTH
FOREMAN: SM
START DATE
6/17,2016
WHILE DRILLING
None
AUGER TYPE: 4" CFA
FINISH DATE
6/17/2016
AFTER DRILLING
None
SPT HAMMER: AUTO
SURFACE ELEV
NIA
3 DAYS AFTER DRILLING
B'
SOIL DESCRIPTION
D
(FEET)
N
(6LCWSIFT)
DU
(PSF)
MC
(%)
DD
(PCF)
A -LIMITS
-200
(%)
SWELL
TYPE
LL
PI
PRESSURE
% a 500 PSF
SANDY LEAN CLAY (CL)
brown
very stiff
_ _
2
4
_ _
6
— —
8
_ _
10
CLAYSTONE
grey/brown/rust
moderately hard
silty
cemented sandstone tense @ 32 to 33'
CS
17
9000+
20.7
104.8
3000 psf
3.5%
ISS
25
9000+
21.1
ICS
21
9000+
18.1
109.3
1200 psf
0.8%
ICS
_ _
12
_ _
14
_ _
16
18
20
30
9000+
12.7
113.5
1300 psf
1.2%
ICS
50
9000+
19.2
109.9
600 psf
D.1%
ICS
50/10"
9000+
16.0
115.4
1400 psf
0.4%@1000
CS
50/11"
9000+
18.3
111.1
4200 psf
1.5%@1000
22
24
_ _
26
28
30
ISS
50
9000+
17.0
32
34
36
38
40
35' BOTTOM OF BORING
42
44
46
48
50
Earth Engineering Company
PAWNEE DRIVE RESIDENCE
WELD COUNTY, COLORADO
PROJECT NO: 16.01-D86
DATE: JUNE2016
LOG OF BORING B-3
RIG TYPE: CME75
SHEET 1 OF 1
WATER DEPTH
FOREMAN: SM
START DATE
6/17I2016
WHILE DRILLING
None
AUGER TYPE: 4" CFA
FINISH DATE
6/17/2016
AFTER DRILLING
None
SPT HAMMER: AUTO
SURFACE ELEV
NIA
3 DAYS AFTER DRILLING
None
SOIL DESCRIPTION
D
N
OU
MC
DD
A -LIMITS
-200
SWELL
TYPE
(FEET)
(6LCWSIFT)
(P SF)
(%)
(PCF)
LL
PI
(%)
PRESSURE
% a 500 PSF
SANDY LEAN CLAY (CL)
_ _
brown
2
CLAYSTONE
grey/brown/rust
4
moderately hard 55
- -
17
8000
20.2
silty
6
8
8' BOTTOM OF BORING
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Earth Engineering Company
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown/Rust Sandy Lean Clay
Sample Location: B-1, S-1 @ 2'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 13.4%
Dry Density: 102.5 pcf 'Ending Moisture: 19.5%
Swell Pressure: < 500 psf
% Swell @ 500 psf: None
10
8
w 6
4
Percent Movement
2
0
2
c 4
to
0
6
0
U
8
-10
W
a
t
er
Added
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
C
E
C
EARTH
EN GINEEPING
COMPANY, INC.
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Claystone
Sample Location: B-1, S-3 @ 9'
Liquid Limit: NL 'Plasticity Index: NP I % Passing #200: 71.5
Beginning Moisture: 21.8%
Dry Density: 106.6 pcf 'Ending Moisture: 23.7%
Swell Pressure: < 500 psf
% Swell @ 500 psf: None
10
8
w 6
4
Percent Movement
2
0
2
c 4
0
to
6
0
U
8
-10
a
t
er
A
dded
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
C
E
C
EARTH
EN GINEEPING
COMPANY, INC.
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Claystone
Sample Location: B-1, S-5 @ 19'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 20.7%
Dry Density: 111.4 pcf 'Ending Moisture: 20.5%
Swell Pressure: 1500 psf
% Swell @ 1000 psf: 0.5%
10
8
w 6
4
Percent Movement
2
0
2
c 4
0
to
u' 6
c
0
U
8
-10
Water A
dded
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
E
E
C
EARTH
ENGINEERING
COMPANY, INC.
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Claystone
Sample Location: B-2, S-1 @ 4'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 20.1%
Dry Density: 104.8 pcf 'Ending Moisture: 23.8%
Swell Pressure: 3000 psf
% Swell @ 500 psf: 3.5%
10
8
w 6
4
Percent Movement
2
0
2
c 4
0
to
u' 6
c
0
U
8
-10
W
a
t
er
A
dded
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
E
E
C
EARTH
ENGINEERING
COMPANY, INC.
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Claystone
Sample Location: B-2, S-3 @ 8'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 15.7%
Dry Density: 109.3 pcf 'Ending Moisture: 23.2%
Swell Pressure: 1200 psf
% Swell @ 500 psf: 0.8%
10
8
w 6
4
Percent Movement
2
0
2
c 4
0
to
u' 6
c
0
U
8
-10
W
at
er
Added
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
E
E
C
EARTH
ENGINEERING
COMPANY, INC.
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Claystone
Sample Location: B-2, S-4 @ 10'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 19.4%
Dry Density: 113.5 pcf 'Ending Moisture: 25.3%
Swell Pressure: 1300 psf
% Swell @ 500 psf: 1.2%
10
8
w 6
4
Percent Movement
2
0
2
c 4
0
to
u' 6
c
0
U
8
-10
W
W
a,
at
er
Added
o��o�
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
E
E
C
EARTH
ENGINEERING
COMPANY, INC.
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Claystone
Sample Location: B-2, S-5 @ 12'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 16.9%
Dry Density: 109.9 pcf 'Ending Moisture: 21.8%
Swell Pressure: 600 psf
% Swell @ 500 psf: 0.1%
10
8
w 6
4
Percent Movement
2
0
2
c 4
0
to
u' 6
c
0
U
8
-10
W
a
t
er
A
dded
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
E
E
C
EARTH
ENGINEERING
COMPANY, INC.
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Claystone
Sample Location: B-2, S-6 @ 14'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 17.8%
Dry Density: 115.4 pcf 'Ending Moisture: 23.1%
Swell Pressure: 1400 psf
% Swell @ 1000 psf: 0.4%
10
8
w 6
4
Percent Movement
2
0
2
c 4
0
to
u' 6
c
0
U
8
-10
Water A
dded
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
E
E
C
EARTH
ENGINEERING
COMPANY, INC.
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Claystone
Sample Location: B-2, S-7 @ 19'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 17.3%
Dry Density: 111.1 pcf 'Ending Moisture: 20.5%
Swell Pressure: 4200 psf
% Swell @ 1000 psf: 1.5%
10
8
w 6
4
Percent Movement
2
0
2
c 4
0
to
u' 6
c
0
U
8
-10
Water Added
0.01
0.1
Load (TSF)
1
10
Project:
Project No.:
Date:
Pawnee Drive Residence
Weld County, Colorado
16-01-086
June 2016
E
E
C
EARTH
ENGINEERING
COMPANY, INC.
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