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Docusign Envelope ID:7986C4D 1-221 B-4460-9AE9-511 FD24B4120
Change of Zone (COZ) Application
Planning Department Use: Dale Received:
Amount$ Case#Assigned:
Application Received By; Planner Assigned: --
Property Information (Attach additional sheets if necessary.)
Is the property currently in violation?XNo f ID Yes Violation Case Number:
Site Address: p" T271) W�Q
Parcel Numbers: Q_ $' a S - r6 3 - n O - 0 I ,�
Legal Description:Tr w l8 t. e 34 .o L'To POE
Section: 'K ,Township G, N, Range (n ( W #of Lots: 9 Total Acreage: 3s. SI'q
Floodplain: No / ❑Yes Geological Hazard: pfNo / 0 Yes Airport Overlay:Po / 0 Yes
Rezoning
Existing Zone District(s): A Cr Proposed Zone District: S rr' Z0,J E
Property Owner(s) (Attach additional sheets if necessary.)
Name: jtSSC Lint f .f4Sa 500�5
Company: C1Z ZS (AT , WEST, l.l.li
Phone#: Q'i 0 (,R Z 7212. Email:
Street Address: ,2.7so e l.A2m0N1 'QD SulEt 3 f
City/State/Zip Code: 17-0- � (o heir S Co 2. c28
Applicant/Authorized Agent(Authorization must be included if there is an Authorized Agent.)
Name: i6dia.0 -
Company: ✓e wv_v, 5
Phone#: Zo SIoZ ti2-- Email: ler:{krtakrsfa{eeQma,l. c.aw
Street Address: Sir 310
City/State/Zip Code: co4r )(MS P o os-Z °v
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. All fee owners of the
property must sign this application, or if an Authorized Agent signs, an Authorization Form signed by all fee
owners must be included with the application. If the fee owner is a corporation, evidence must be included
indicating the signatory has the legal authority to sign for the corporation.
-�� 7/9/2025 7/9/2025
Signature Date '8Ignature Date
Print Print
0264
I
Departments of Planning
2861 W Building, Development Review
and Environmental Health
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,+ lei 1402 North 17TH Avenue
-
r 1 �l'_;7 ;n )j P.O. Box 758
u N 1 Y Greeley, CO 80632
I
/ r� Authorization Form `
I, (We), (C 7 S lot f] U)-5t �-t_, give permission to 01e e ki ^ ''C C f-
(Owner-please print) ` (Authorized Agent/Applicant-please print)
to apply for any Planning,Building,Access,Grading or OWTS permits on our behalf,for the property located
at(address or parcel number) below:
V F_ ,t C our,Y> V- )/i(a C'
I
Legal Description: c C A Aitt4kk7 of Section , Township N, Range W
Subdivision Name: Lot Block
Property Owners Information:
Address:
Phone: E-mail:
Authorized Agent/Applicant Contact Information:
Address: 'L SO( f kAa 0,.oi.j u i .e 3 i D ` g 1- ( a (Ih S gCa
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Phone: -i�i�0CL ": 1 I [- "I E-Mail: 4 ti v,t c A e f e 0 q w,, I Lo w-
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Correspondence to be sent to: Owner Authorized Agent/Applicant X. by: Mail Email x
Additional Info:
I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this
document,that the information stated above is true and correct to the best of my(our) knowledge.
Date I //2 / Date
wner Signature Owner Signature
Subscribed d sw r to before me this f� da of �+-���,� � 20 0?4f by
W'eAkrrk, c2a5Lit5 Wes+/ Lc: (. .�.e sc pL Ia5
My commission omm ss n Lk expires 5 - / g
26 i,y 'G�
KATHRYN THOMPSON Notary Public /
NOTARY PUBLIC
STATE OF COLORADO
NOTARY ID 19934009990
MY COMMISSION EXPIRES MARCH 12,2027
Change of Zone(COZ)Questionnaire
1. Describe the purpose of the proposed Change of Zone.
Minor 9 lot subdivision
2. Describe the current and previous use of the land.
Agriculture and farming
3. Describe the proximity of the proposed use to residences.
Current residences are non-existent on the property. There are 3 properties that boundary this land. They
are single family homes or farm houses that are within a reasonable distance from any proposed
improvements.
4. Explain how the proposed rezoning will correct what the applicant perceives as faulty zoning, or how the
proposed rezoning will fit with what the applicant perceives as the changing conditions in the area.
Development in the area continues to encroach closer to the property. The farm has been split several times
prior making agriculture less than desirable on the land. The change of zone and use is consistent with the
changing land use in the area.
5. Explain how the uses allowed by the proposed rezoning will be compatible with the surrounding land
uses. Include a description of existing land uses for all properties adjacent to the subject property.
All adjacent land uses are either single family residential or agricultural. The large lot subdivision is
compatible with other properties in the area that are larger estate style homes. This proposed change of
zone would enable the development of the property consistent with the land use code and the minor
subdivision regulations.
6. Does the soil report indicate the existence of moderate or severe soil limitations? If so, detail the methods
to be employed to mitigate the limitations for the uses proposed.
Soils are consistent with the proposed development and change of zone. No limitations.
7. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the
Weld County Code.
Development is anticipated in areas near or within reasonable proximity to existing developed communities.
The intention of the 9 lot minor subdivision is to maintain a "rural"feel and look to the land, honoring the
historic agricultural use while providing housing on underperforming agricultural land. This 9 lot, minor
subdivision and simultaneous change of zone, Limits the density and intensity of development in the area
and creates a buffer between higher intensity urban areas and agricultural use.
8. Explain how this proposal will be compatible with future development of the surrounding area or adopted
master plans of affected municipalities.
Development will have to be conform to the %mile buffer of other minor subdivisions as described in the
land use code. Municipalities that are in the area and within a growth management area have deferred to
the minor subdivision process because of infrastructure deficiencies in their management area. Future
development will need to conform with Weld County planning standards or any overlapping comprehensive
plan uses proposed by Severance. Both the minor subdivision and the Comprehensive plan contemplated
by Severance are compatible and have similar uses should Severance choose in the future to re-engage
with development planning in the area.
9. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of the
neighborhood and the County.
This proposed zone change is limited in scope, congruent with existing uses and housing styles. The
welfare of others in the area will not be harmed by the uses proposed and is an enhancement to the county
development pattern and comprehensive plan intentions.
10. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located
within any Overlay Zoning District(Airport, Geologic Hazard, or Historic Townsites Overlay Districts)or a
Special Flood Hazard Area identified by maps officially adopted by the County
The property is not subject to these overlay districts.
4845934 08/02/2022 04:53 PM
Total Pages: 1 Rec Fee: $13.00
Carly Koppes - Clerk and Recorder, Weld County , CO
After Recording Return To:
CR 25 Lot B West,LLC
STATEMENT OF AUTHORITY
1. This Statement of Authority relates to an entity named: CR 25 Lot B West,LLC
2_ The Entity is a: Limited Liability Company
3. The Entity is formed under the laws of: Colorado
4. The mailing address for�t~he entity is: �l 5'15 2Accc, k 7 . f G�'� Col\ isJ Cot US'Z'Y
5. The name and position of each person authorized to execute instruments conveying,encumbering,or otherwise
affecting title to real property on behalf of the entity is: Jesse D.Laner as Manager for Laner Properties,LLC, as
Member for CR 25 Lot B West,LLC,and,Jason Jones as Manager for NOCO Custom Homes LLC, as Member
for CR 25 Lot B West,LLC, .
6. The authority of the foregoing person(s)to bind the entity is not limited.
7. Other matters concerning the manner in which the entity deals with interests in real property:NONE
8. This Statement of Authority is executed on behalf of the Entity pursuant to the provisions of C.R.S. Section §38-
30-172. '
Executed this: JulY, 2022
CR 25 Lot B West,LLC
7c();--
y�:Jesse D. Laner as Manager for Laner
Properties,LLC,as Member for CR 25 Lot
B West,LLC
By:Jasmines as Manager fFNUC❑
Custom Homes LLC,as Member for CR 25
Lot B West,LLC
STATE OF: Colorado
COUNTY OF: Larimer
The foregoing instrument was acknowledged before me this day of July,2022,by Jesse D.Laner as Manager for
Laner Properties,LLC, as Member for CR 25 Lot B West,LLC,and,Jason ones as Manager for NOCO Custom Homes
LLC, as Member for CR 25 Lot B West,LLC
Witness my hand and seal. I
r
My commission expires: "
A Notary Public
LE
NOTARY PUBLIC
STATE OF COLO DO
NOTARYI 20054046745
MY COMMISSION EXPIRES 12/06/2025
Colorado Secretary of State
00014 CO I o r a d o ID#:20221678825
Document#:20221678825
%IO,, Secretary of State Filed on:07/13/2022 10:15:42 AM
Paid:$1.00
Articles of Organization for a Limited Liability Company
filed pursuant to § 7-90-301 and § 7-80-204 of the Colorado Revised Statutes (C.R.S.)
The domestic entity name of the limited liability company is CR 25 Lot B West,LLC
The principal office street address is 2026 Bear Mountain Dr Unit 107
Fort Collins CO 80525-4669
US
The principal office mailing address is 2026 Bear Mountain Dr Unit 107
Fort Collins CO 80525-4669
US
The name of the registered agent is Jason Jones
The registered agent's street address is 2026 Bear Mountain Dr Unit 107
Fort Collins CO 80525-4669
US
The registered agent's mailing address is 2026 Bear Mountain Dr Unit 107
Fort Collins CO 80525-4669
US
The person above has agreed to be appointed as the registered agent for this limited liability company.
The management of the limited liability company is vested in Members
There is at least one member of the limited liability company.
Person(s)forming the limited liability company
NoCO Custom Homes,LLC
2026 Bear Mountain Dr Unit 107
Fort Collins CO 80525-4669
US
Causing this document to be delivered to the Secretary of State for filing shall constitute the affirmation or acknowledgment of
each individual causing such delivery,under penalties of perjury,that the document is the individual's act and deed,or that the
individual in good faith believes the document is the act and deed of the person on whose behalf the individual is causing the
document to be delivered for filing,taken in conformity with the requirements of part 3 of article 90 of title 7,C.R.S.,and,if
applicable,the constituent documents,and the organic statutes,and that the individual in good faith believes the facts stated in
the document are true and the document complies with the requirements of that Part,the constituent documents,and the organic
statutes.
This perjury notice applies to each individual who causes this document to be delivered to the Secretary of State,whether or not
such individual is named in the document as one who has caused it to be delivered.
Name(s)and address(es)of the individual(s)causing the document to be delivered for filing
Niki Weesner
19 Old Town Square,Suite 242
Fort Collins CO 80524
US
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
EEC PROJECT NO. 1212029
Prepared for:
Everitt Companies
2809 East Harmony Road, Suite 310
Fort Collins, Colorado 80528
Prepared by:
Earth Engineering Consultants, LLC
4396 Greenfield Drive
Windsor, Colorado 80550
( EEC
sl' • I ---- el*
CD
April 28, 2021 EARTH ENGINEERING
CONSULTANTS, LLC
Everitt Companies
2809 East Harmony Road, Suite 310
Fort Collins, Colorado 80528
Attn: Mr. Aaron Everitt
do Michelle Rothenbury (skybridgemichelle@gmail.com)
Re: Preliminary Geotechnical Engineering Report
Subdivision at CR 25 and CR 68
Weld County, Colorado
EEC Project No. 1212029
Mr. Everitt:
Enclosed, herewith, are the results of the preliminary geotechnical subsurface exploration
completed by Earth Engineering Consultants, LLC (EEC) personnel for the referenced project.
This exploration was carried out in general accordance with our proposal dated March 17, 2021.
In summary, the subsurface soils encountered in the test borings generally consisted clayey sand
or sandy clay underlain silty sand and bedrock. The bedrock was encountered at depths of
approximately 7 to 23 feet, with the shallowest depth on the southwest side of the site. The
subgrades (overlying the bedrock) were generally loose to medium dense, with the clayey sand
soils exhibiting low potential to swell with the sandy clay soils exhibiting moderate swell
potential. Groundwater was encountered in two of the borings at depths of approximately 17 to
18 feet below ground surface.
Based on the materials encountered in the preliminary testing borings, over excavation and
backfilling of the expansive soils on this site appears likely prior to construction of overlying site
improvements. Following over excavation and backfilling, spread footing foundations appear
useable for support of site buildings. Similar over excavations should be anticipated for
development of building floor slabs, site pavements, and flatwork. Where expansive soils are
not encountered, over excavation would not likely be necessary. The depth and extent of
expansive soils should be determined by building specific geotechnical engineering evaluations
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
www.earth-engineering.com
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 2
on a Lot by Lot basis. Preliminary geotechnical considerations concerning design and
construction of foundations and support of floor slabs and pavements are presented in the text of
the attached report.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning the enclosed 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 Consultants, LLC
..40•44ii)
�*...50'•
,./Adu ter:
....
Ethan P. Wiechert, P.E.
Senior Project Engineer
Reviewed by: David A. Richer, P.E.
Senior Geotechnical Engineer
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
EEC PROJECT NO. 1212029
April 28, 2021
INTRODUCTION
The preliminary subsurface exploration for the proposed development at CR 25 and CR 68 in Weld
County, Colorado, has been completed. The development is located east of CR 25 and about 0.25
miles north of CR 68 in Weld County. Preliminary plans indicate improving the approximately 40
acres of the western half of the 80-acre area for residential use. To obtain information on existing
subsurface conditions, four (4) test borings were advanced within the development area to depths
of approximately 25 feet below present site grades.Individual boring logs and a diagram indicating
the approximate boring locations are included with this report.
We anticipate the approximate 40-acre development area would include residential buildings
consisting of one-or two-story wood frame structures constructed on basement,crawlspace and/or
slab-on-grade level foundations. Foundation loads are expected to be light with continuous wall
loads less than 3 kips per lineal foot and individual column loads less than 25 kips. Floor loads are
expected to be light. The development would also include an access drive supporting low volumes
of passenger vehicles with additional utility infrastructure. Small grade changes are expected to
develop final site grades.
The purpose of this report is to describe the subsurface conditions encountered in the borings,
analyze and evaluate the test data, and provide preliminary geotechnical considerations for design
and construction of building foundations, floor slabs, site pavements and installation of buried
utilities.
EXPLORATION AND TESTING PROCEDURES
The boring locations you requested were established in the field by Earth Engineering Consultants,
LLC (EEC) personnel by estimating angles and distances from identifiable site features. The
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 2
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, CME 55 drill rig equipped with a hydraulic
head employed in drilling and sampling operations. The bore holes were advanced using four-inch
nominal diameter continuous flight augers and samples of the subsurface materials encountered
were obtained using split-barrel and California barrel sampling procedures in general accordance
with ASTM Specifications D1586 and D3550, respectively.
In the split-barrel and California barrel sampling procedures, standard sampling spoons are driven
into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of
blows required to advance the split-barrel and California barrel samplers is recorded and is used
to estimate the in-situ relative density of cohesionless soils and,to a lesser degree of accuracy,the
consistency of cohesive soils. In the California barrel sampling procedure,relatively intact samples
are obtained in removable brass sleeves. All samples obtained in the field were sealed and returned
to the laboratory for further examination, classification, and testing.
Laboratory moisture content tests were performed on each of the recovered samples. In addition,
selected samples were tested for fines content and plasticity by washed sieve analysis and
Atterberg limits tests. Swell/consolidation tests were completed on selected samples to evaluate
the tendency of the subgrade soils to change volume with variation in moisture content and load.
The quantity of water-soluble sulfates were determined on various samples to evaluate,in-part,the
suitability of stabilizing the subgrades using calcium-based materials and evaluate the risk of
sulfate attack on site concrete. Results of the outlined tests are indicated on the attached boring
logs and summary sheets.
As a part of the testing program, all samples were examined in the laboratory by an engineer and
classified in accordance with the attached General Notes and the Unified Soil Classification
System, based on the soils' texture and plasticity. The estimated group symbol for the Unified
Soil Classification System is indicated on the boring logs and brief description of that classification
system is included with this report.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 3
SITE AND SUBSURFACE CONDITIONS
The development area generally consists of cultivated land, covered with vegetation/crop stubble
and topsoil. The site was generally bisected from east to west by an irrigation ditch, which also
bounded the eastern extent of the west 40-acre development area. The ground surface was
relatively flat with apparent drainage to the southeast with slopes of about 1 to 2%.Aside from the
irrigation ditch, evidence of prior building construction was not observed at the site by EEC field
personnel.
An EEC field engineer was on-site during drilling to direct the drilling activities and evaluate the
subsurface materials encountered. Field descriptions of the materials encountered were based on
visual and tactual observation of disturbed samples and auger cuttings. The boring logs included
with this report may contain modifications to the field logs based on results of laboratory testing
and engineering evaluation. Based on results of field and laboratory evaluation, subsurface
conditions can be generalized as follows.
The topsoil/vegetation was underlain by clayey sand or sandy clay which either extended to
bedrock in test borings B-1,B-2,B-3 at depths of approximately 7 to 23 feet below ground surface,
or to silty sand in test boring B-4 at a depth of approximately 12 feet below ground. In test boring
B-4,the silty sand was underlain by bedrock at a depth of approximately 18 feet. In all test borings,
the bedrock extended to the bottom of the completed test borings. In general, the bedrock was
encountered at a shallowest depth in test boring B-1 on the southwest side of the site. The bedrock
consisted of varying zones of interbedded claystone, sandstone, and siltstone.
The site clayey sand and sandy clay soils were relatively dry near surface and becoming wet with
depth, loose to medium dense, and generally exhibited low plasticity. At current moisture and
density conditions, the clayey sand subgrades exhibited low swell potential with the sandy clay
soils exhibiting moderate potential to swell. The underlying bedrock was highly weathered, soft,
and poorly cemented with seams of well cemented sandstone.
The stratification boundaries indicated on the boring logs represent the approximate locations of
changes in soil and rock types; in-situ, the transition of materials may be gradual and indistinct.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 4
Groundwater
Observations were made while drilling and after completion of the borings to detect the presence
and level of free water. During drilling, free water was observed in test boring B-2 and B-4 at
depths of approximately 17 and 18 feet below ground surface, respectively. Free water was not
observed in the remaining test borings while drilling. Groundwater measurements are shown on
the upper right-hand corner of the attached the boring logs.
Water levels can vary over time with variation in hydrologic conditions and other conditions not
apparent at the time of this report. Perched and/or trapped water may be encountered in more
permeable zones in the subgrade soils at times throughout the year. Perched water is commonly
encountered in soils immediately overlying less permeable soils or weathered bedrock. Water
levels in the drainage ditch on the site as well as nearby irrigation activities could affect
groundwater conditions in the area.
ANALYSIS AND RECOMMENDATIONS
General
The subgrades encountered in the test borings (overlying the bedrock) generally consisted of
clayey sand and sandy clay. At current moisture and density conditions, the clayey sand soils
generally exhibited low swell potential with higher swell potential observed in the sandy clay soils.
Movement of improvements placed directly on expansive materials would be expected if the
moisture content of those materials increases subsequent to construction. Care will be needed to
see that zones of expansive soils are identified and mitigated to reduce swell potential prior to
construction.
Outlined herein are considerations for development of this site; however, the client should
recognize that building on expansive soils is risky, even when mitigation plans are followed.
Mitigation plans often can reduce the risk of heaving of site improvements, but usually that risk
cannot be eliminated. Outlined below are general considerations for developing this site;however,
final geotechnical engineering reports should be provided to develop specific recommendations
for each building at this site.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 5
Building Foundations and Floor Slabs
Based on the materials encountered in the completed test borings, we anticipate site structures
(foundations and floor slabs)could be supported on spread foundations bearing on either low swell
potential natural site soils or on a zone of over excavated and backfill materials. Over excavation
depths on the order of 3 feet below foundations and floor slab seems likely in areas where
expansive soils are encountered; however, greater over excavation depths could be necessary. The
depths and extent of expansive soils should be evaluated based on building specific borings on a
Lot by Lot basis. The site clayey sand or sandy lean clay appear useable for over excavation
backfill. Care will be needed to see that foundations bear on similar materials and maintain
adequate separation from groundwater and bedrock, typically at least 3 feet.
For design of footing foundations bearing on properly placed over excavation backfill or on
suitable strength natural undisturbed low expansion potential site soils, the use of relatively low
design soil bearing pressures (maximum net allowable total load soil bearing pressures) are
anticipated. The net bearing pressure refers to the pressure at foundation bearing level in excess of
the minimum surrounding overburden pressure. Total load would include full dead and live loads.
Design recommendations for spread footings would be based on site specific borings within the
building areas.
Below Grade Areas
We anticipate site structures could include below grade areas, such as basement or crawlspaces.
Since free water was encountered at depths greater than 17 feet below ground surface,below grade
building areas appears practicable.
For below grade building areas,perimeter drain systems should be expected around all below grade
areas to reduce the potential for hydrostatic loads to develop on below grade walls and/or
infiltration of surface water into below grade areas. In general, a perimeter drain system would
consist of perforated metal or plastic pipe, placed around the exterior perimeter of the structures
and sloped to drain to a sump or an outfall where reverse flow cannot occur into the system.
Specific recommendations for perimeter drain systems would typically be provided in a final
geotechnical engineering report.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 6
Utility Installation
Bedding around utility pipelines should be placed in accordance with recommendations from the
pipeline designer. Backfill soils placed above the utility lines should consist of approved materials
which are free from organic matter and debris. The on-site soils could be used as utility backfill.
Backfill should be placed in maximum 9-inch loose lifts, adjusted to within 12% of optimum
moisture content and compacted to at least 95% of standard Proctor maximum dry density as
determined by ASTM Specification D698, the standard Proctor procedure.
Pavement Subgrades
Based on the subsurface conditions encountered at the site, we anticipate mitigation would be
necessary to reduce the risk of heaving of site pavements that could result from swelling of the
underlying expansive subgrades. To reduce the potential for heaving of site pavements, over
excavating and backfilling of the subgrades prior to surfacing is likely. The over excavation would
involve removing a zone of the subgrades beneath pavements and associated flatwork (or
anywhere a reduction in heave is desired) and replacing those soils with low expansion potential
materials. Additional borings could be considered to further evaluate the depth and extent of the
expansive soils across the site.
To develop the pavements areas, all existing vegetation and topsoil should be removed. After
stripping the site and completing all cuts, the subgrades beneath pavement areas would then be
over excavated. Over excavation depths of 2 feet appear likely. Prior to placing any backfill
materials,the subgrades should be scarified 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 D698, 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.
The over excavated soils which are free of organic matter and debris, could be used as backfill and
fill materials as needed. The backfill soils should moisture condition and placed in 9-inch loose
lifts and compacted as recommended for the scarified soils.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 7
Pavements
Summarized below are preliminary pavement sections that are based on the soil conditions
encountered and anticipated traffic conditions which are based on the planned site improvements.
The preliminary pavement sections are included to provide an estimate of the pavement sections
for initial planning; they are not for actual design. A final pavement design is recommended once
the roadway alignments are selected,utilities are installed and backfilled, and the roadway is at or
near is final subgrade elevations.
We anticipate the site pavements will include an entry drive supporting low volumes of local
passenger vehicles. For local traffic areas, we assumed equivalent daily load allowance (EDLA)
of 5. An R-value of 5 was assumed for the preliminary sections.
Table 1. Recommended minimum pavement sections for estimated traffic conditions.
Traffic Condition Local
EDLA 5
Reliability 75%
Resilient Modulus 3025 psi
PSI Loss 2.5
Structural Number (2.48)
Hot Bituminous Pavement 4"
Aggregate Base 7"
(Design Structural Number) (2.53) i
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 between borings or 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 a final geotechnical engineering report be completed once the development
plans become available. We recommend site specific exploration be completed for each individual
lot and/or building to define subsurface conditions at the respective locations.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 8
This report has been prepared for the exclusive use of Everitt Companies 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 modified or verified in writing by the geotechnical
engineer.
DRILLING AND EXPLORATION
DRILLING &SAMPLING SYMBOLS:
SS: Split Spoon-13/8" I.D., 2" O.D., unless otherwise noted PS: Piston Sample
ST: Thin-Walled Tube-2" O.D., unless otherwise noted WS: Wash Sample
R: Ring Barrel Sampler-2.42" I.D.,3" O.D. unless otherwise noted
PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit=4", N, B BS: Bulk Sample
AS: Auger Sample PM: Pressure Meter
HS: Hollow Stem Auger 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 WS : While Sampling
WCI: Wet Cave in WD : While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB : After Boring 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
PHYSICAL PROPERTIES OF BEDROCK
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2488. Coarse Grained DEGREE OF WEATHERING:
Soils have move than 50% of their dry weight retained on a Slight Slight decomposition of parent material on
joints. May be color change.
#200 sieve;they are described as: boulders,cobbles,gravel or
sand. Fine Grained Soils have less than 50%of their dry weight Moderate Some decomposition and color change
retained on a#200 sieve;they are described as : clays,if they throughout.
are plastic, and silts if they are slightly plastic or non-plastic. High Rock highly decomposed, may be extremely
Major constituents may be added as modifiers and minor broken.
constituents may be added according to the relative
proportions based on grain size. In addition to gradation, HARDNESS AND DEGREE OF CEMENTATION:
coarse grained soils are defined on the basis of their relative in Limestone and Dolomite:
place density and fine grained soils on the basis of their Hard Difficult to scratch with knife.
consistency. Example: Lean clay with sand,trace gravel, stiff
(CL);silty sand,trace gravel, medium dense(SM). Moderately Can be scratched easily with knife.
CONSISTENCY OF FINE-GRAINED SOILS Hard Cannot be scratched with fingernail.
Unconfined Compressive Soft Can be scratched with fingernail.
Strength,Qu, psf Consistency
Shale,Siltstone and Claystone:
< 500 Very Soft Hard Can be scratched easily with knife,cannot be
scratched with fingernail.
500- 1,000 Soft
1,001- 2,000 Medium Moderately Can be scratched with fingernail.
2,001- 4,000 Stiff Hard
4,001- 8,000 Very Stiff Soft Can be easily dented but not molded with
8,001- 16,000 Very Hard fingers.
Sandstone and Conglomerate:
RELATIVE DENSITY OF COARSE-GRAINED SOILS: Well Capable of scratching a knife blade.
N-Blows/ft Relative Density Cemented
0-3 Very Loose Cemented Can be scratched with knife.
4-9 Loose
10-29 Medium Dense Poorly Can be broken apart easily with fingers.
30 49 Dense Cemented 4gCLIPO
50-80 Very Dense
80+ Extremely Dense
Earth Engineering Consultants, LLC
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 F
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 GM
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<Cc53E SW Well-graded sand 1
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'"'i
more than 12%
fines Fines classify as CL or CH SC Clayey sand G'"'I
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 passes Liquid Limit less
the No.200 sieve than 50 PI<4 or plots below"A"Line ML Silt K,L,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 K,L,M
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
"Based on the material passing the 3-in.(75-mm) ECu=D D Cc= (D30)2
Kif soil contains 15 to 29%plus No.200,add"with sand"
60/ 10
sieve D10 x D60 or"with gravel",whichever is predominant.
'If field sample contained cobbles or boulders,or `If soil contains 2 30%plus No.200 predominantly sand,
both,add"with cobbles or boulders,or both"to add"sandy"to group name.
group name. Elf soil contains n_15%sand,add"with sand"to MIf soil contains>_30%plus No.200 predominantly gravel,
`Gravels with 5 to 12%fines required dual symbols: GIf 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. "PI24 and plots on or above"A"line.
GW-GC well-graded gravel with clay "If fines are organic,add"with organic fines"to °Pl54 or plots below"A"line.
GP-GM poorly-graded gravel with silt group name PPI plots on or above"A"line.
GP-GC poorly-graded gravel with clay 'If soil contains>15%gravel,add"with gravel"to °PI 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
50 — soils.
Equation of"A"-line 4,' O� p V
a 40 — Horizontal at P1=4 to LL=25.5 —
w then PI-0.73(LL-20) '' L�eP
o Equation of"U"-line •
z
30 — Vertical at LL=16 to PI-7, —
then PI=0.9(LL-8)
1 ',
U,
a 20 —
& MHoeOH
c_o'
10 — A ,•��
/11 /.r// M L OR OL
-
C 0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
Earth Engineering Consultants,LLC
iir --__ --_--
I _ �- _. - - -
.,,' & *1P4' _ - ,. . - . .
'- -{ .: , 4111 it. ._ ,
B-4
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t:t�.gi0 8 s 31,300 S.F,t - mw
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LOT 9 t_QT S 179,740
130.950 5 F t 131 X5 S.F.i (4.1 AC.
(3.0AC.)t (3OAC)t 41,,4 r:,, .
- - --
T:
- .�,
t,,Legend
$Approximate Boring - 4,-`
~Locations
Boring Location Diagram
Subdivision at CR 25 and CR 68
Weld County, Colorado
North EEC Project #: 1212029 Date: April 2021
Not to Scale
EARTH ENGINEERING CONSULTANTS, LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-1 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — _
CLAYEY SAND(SC) _ _
brown 2
medium dense
SS -3 12 5500 7.0
4
CS 5 21 9000+ 5.7 117.2 24 9 37.4 600 PSF 0.3%
6
-7
CLAYSTONE/SILTSTONE/SANDSTONE -8
brown/gray/rust _ _
soft/poorly cemented 9
highly weathered _ _ water soluble sulfates=0.02%
SS 10 50/7" 1000 11.1
1-1
1-2
1-3
1-4
CS 15 50/7" 5500 18.9 104.9 31 9 62.1
1-6
1-7
1-8
1-9
SS 2-0 40 9000+ 23.2
2-1
2-2
2-3
2-4
SS 2-5 50/11" 9000+ 20.2 106.8
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-2 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING 17'
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — —
1
CLAYEY SAND(SC) _ _
brown 2
medium dense to loose
SS -3 13 4500 6.2
4
CS 5 25 1500 5.2 109.0 27 11 37.8 1100 PSF 0.7%
6
-7
-8
-9
SS 1-0 4 4500 6.9
1-1
1-2
1-3
1-4
CS 15 7 2000 16.4 113.0
1-6
1-7
1-8
1-9
SS 2-0 8 500 21.7
2-1
2-2
2-3
SANDSTONE 2-4
brown _ _
poorly cemented,highly weathered CS 25 50/7" 3500 24.0 99.9
BOTTOM OF BORING DEPTH 25' — _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-3 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — —
1
2
SANDY LEAN CLAY(CL) _ _ water soluble sulfates=0.01% %@ 150 PSF
brown CS 3 25 9000+ 6.9 113.3 28 14 62.2 2500 PSF 5.2% I
very stiff to stiff _ _
4
SS -5 18 3000 4.1
6
-7
CLAYEY SAND(SC) -8
brown
loose to medium dense -9
CS 1-0 9 9000+ 8.8 108.9 26 9 42.1 1400 PSF 0.5%
1-1
1-2
1-3
1-4
SS 1-5 9 1500 16.5
1-6
1-7
1-8
CLAYSTONE 1-9
brown/gray/rust _ _
soft CS 20 31 9000+ 22.3 104.9
highly weathered — —
21
2-2
2-3
2-4
SS 2-5 50/7" 24.5
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-4 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING 18'
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
TOPSOIL AND VEGETATION — —
1
CLAYEY SAND(SC) _ _
brown 2
medium dense
CS 3 20 9000+ 4.3 111.7
4
SS -5 15 9000+ 9.0
6
-7
LEAN CLAY with SAND(CL) -8
dark brown _ _
very stiff 9
CS 10 15 9000+ 16.8 111.8 34 22 76.2 5500 PSF 2.0%
1-1
1-2
SILTY SAND(SM) 1-3
brown
dense 1-4
SS 1-5 36 1000 25.6
1-6
1-7
1-8
SANDSTONE/SILTSTONE 1-9
brown/gray _ _
poorly cemented CS 20 43 9000+ 23.4 103.2
highly weathered — —
with interbedded claystone 21
with cemented seams
2-2
2-3
2-4
SS 2-5 34.3
BOTTOM OF BORING DEPTH 25.5' _ —
Earth Engineering Consultants,LLC
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Clayey Sand
Sample Location: Boring 1, Sample 2, Depth 4'
Liquid Limit: 24 Plasticity Index: 9 % Passing#200: 37.4%
Beginning Moisture: 5.7% Dry Density: 113.8 pcf Ending Moisture: 18.0%
Swell Pressure: 600 psf % Swell @ 500: 0.3%
10.0
8.0 - - . . .
6.0 .
co
4.0
2.0
E
d
2 0.0 .
d
L
a,
a Water Added
-2.0 .
-4.0
0
o -6.0
U
-8.0 .
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Clayey Sand
Sample Location: Boring 2, Sample 2, Depth 4'
Liquid Limit: 27 Plasticity Index: 11 % Passing#200: 37.8%
Beginning Moisture: 5.2% Dry Density: 112.8 pcf Ending Moisture: 17.6%
Swell Pressure: 1100 psf % Swell @ 500: 0.7%
10.0
8.0 . . .
6.0 .
4.0
2.0
Y
E
d
2 0.0
a)
L
Water Added
a
-2.0 .
-4.0
0
o -6.0
0
-8.0 .
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Clay
Sample Location: Boring 3, Sample 1, Depth 2'
Liquid Limit: 28 Plasticity Index: 14 % Passing#200: 62.2%
Beginning Moisture: 6.9% Dry Density: 117.5 pcf Ending Moisture: 15.5%
Swell Pressure: 2500 psf % Swell @ 150: 5.2%
10.0
8.0 - - . . .
6.0 .
co
4.0
2.0
E
Q
a)
V
y Water Added
a
-2.0 .
-4.0 I
0
0 -6.0
-8.0 • .
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Clayey Sand
Sample Location: Boring 3, Sample 3, Depth 9'
Liquid Limit: 26 Plasticity Index: 9 % Passing#200: 42.1%
Beginning Moisture: 8.8% Dry Density: 115.4 pcf Ending Moisture: 16.9%
Swell Pressure: 1400 psf % Swell @ 500: 0.5%
10.0
8.0 . . .
6.0 .
co
4.0
2.0
E
d
g 0.0 • • .
a) /G)
L
Water Added
a
-2.0 .
-4.0
0
o -6.0
0
-8.0 .
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Dark Brown Clay with Sand
Sample Location: Boring 4, Sample 3, Depth 9'
Liquid Limit: 34 Plasticity Index: 22 % Passing#200: 76.2%
Beginning Moisture: 16.8% Dry Density: 113.4 pcf Ending Moisture: 18.0%
Swell Pressure: 5500 psf % Swell @ 500: 2.0%
10.0
8.0 . . .
6.0 .
4.0
2.0
Y
E
d
g 0.0 • -
a)
G)
L
Water Added
a
-2.0 .
-4.0
0
o -6.0
0
-8.0
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
EEC PROJECT NO. 1212029
Prepared for:
Everitt Companies
2809 East Harmony Road, Suite 310
Fort Collins, Colorado 80528
Prepared by:
Earth Engineering Consultants, LLC
4396 Greenfield Drive
Windsor, Colorado 80550
( EEC
sl' • I ---- el*
CD
April 28, 2021 EARTH ENGINEERING
CONSULTANTS, LLC
Everitt Companies
2809 East Harmony Road, Suite 310
Fort Collins, Colorado 80528
Attn: Mr. Aaron Everitt
do Michelle Rothenbury (skybridgemichelle@gmail.com)
Re: Preliminary Geotechnical Engineering Report
Subdivision at CR 25 and CR 68
Weld County, Colorado
EEC Project No. 1212029
Mr. Everitt:
Enclosed, herewith, are the results of the preliminary geotechnical subsurface exploration
completed by Earth Engineering Consultants, LLC (EEC) personnel for the referenced project.
This exploration was carried out in general accordance with our proposal dated March 17, 2021.
In summary, the subsurface soils encountered in the test borings generally consisted clayey sand
or sandy clay underlain silty sand and bedrock. The bedrock was encountered at depths of
approximately 7 to 23 feet, with the shallowest depth on the southwest side of the site. The
subgrades (overlying the bedrock) were generally loose to medium dense, with the clayey sand
soils exhibiting low potential to swell with the sandy clay soils exhibiting moderate swell
potential. Groundwater was encountered in two of the borings at depths of approximately 17 to
18 feet below ground surface.
Based on the materials encountered in the preliminary testing borings, over excavation and
backfilling of the expansive soils on this site appears likely prior to construction of overlying site
improvements. Following over excavation and backfilling, spread footing foundations appear
useable for support of site buildings. Similar over excavations should be anticipated for
development of building floor slabs, site pavements, and flatwork. Where expansive soils are
not encountered, over excavation would not likely be necessary. The depth and extent of
expansive soils should be determined by building specific geotechnical engineering evaluations
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
www.earth-engineering.com
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 2
on a Lot by Lot basis. Preliminary geotechnical considerations concerning design and
construction of foundations and support of floor slabs and pavements are presented in the text of
the attached report.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning the enclosed 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 Consultants, LLC
..40•44ii)
�*...50'•
,./Adu ter:
....
Ethan P. Wiechert, P.E.
Senior Project Engineer
Reviewed by: David A. Richer, P.E.
Senior Geotechnical Engineer
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
EEC PROJECT NO. 1212029
April 28, 2021
INTRODUCTION
The preliminary subsurface exploration for the proposed development at CR 25 and CR 68 in Weld
County, Colorado, has been completed. The development is located east of CR 25 and about 0.25
miles north of CR 68 in Weld County. Preliminary plans indicate improving the approximately 40
acres of the western half of the 80-acre area for residential use. To obtain information on existing
subsurface conditions, four (4) test borings were advanced within the development area to depths
of approximately 25 feet below present site grades.Individual boring logs and a diagram indicating
the approximate boring locations are included with this report.
We anticipate the approximate 40-acre development area would include residential buildings
consisting of one-or two-story wood frame structures constructed on basement,crawlspace and/or
slab-on-grade level foundations. Foundation loads are expected to be light with continuous wall
loads less than 3 kips per lineal foot and individual column loads less than 25 kips. Floor loads are
expected to be light. The development would also include an access drive supporting low volumes
of passenger vehicles with additional utility infrastructure. Small grade changes are expected to
develop final site grades.
The purpose of this report is to describe the subsurface conditions encountered in the borings,
analyze and evaluate the test data, and provide preliminary geotechnical considerations for design
and construction of building foundations, floor slabs, site pavements and installation of buried
utilities.
EXPLORATION AND TESTING PROCEDURES
The boring locations you requested were established in the field by Earth Engineering Consultants,
LLC (EEC) personnel by estimating angles and distances from identifiable site features. The
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 2
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, CME 55 drill rig equipped with a hydraulic
head employed in drilling and sampling operations. The bore holes were advanced using four-inch
nominal diameter continuous flight augers and samples of the subsurface materials encountered
were obtained using split-barrel and California barrel sampling procedures in general accordance
with ASTM Specifications D1586 and D3550, respectively.
In the split-barrel and California barrel sampling procedures, standard sampling spoons are driven
into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of
blows required to advance the split-barrel and California barrel samplers is recorded and is used
to estimate the in-situ relative density of cohesionless soils and,to a lesser degree of accuracy,the
consistency of cohesive soils. In the California barrel sampling procedure,relatively intact samples
are obtained in removable brass sleeves. All samples obtained in the field were sealed and returned
to the laboratory for further examination, classification, and testing.
Laboratory moisture content tests were performed on each of the recovered samples. In addition,
selected samples were tested for fines content and plasticity by washed sieve analysis and
Atterberg limits tests. Swell/consolidation tests were completed on selected samples to evaluate
the tendency of the subgrade soils to change volume with variation in moisture content and load.
The quantity of water-soluble sulfates were determined on various samples to evaluate,in-part,the
suitability of stabilizing the subgrades using calcium-based materials and evaluate the risk of
sulfate attack on site concrete. Results of the outlined tests are indicated on the attached boring
logs and summary sheets.
As a part of the testing program, all samples were examined in the laboratory by an engineer and
classified in accordance with the attached General Notes and the Unified Soil Classification
System, based on the soils' texture and plasticity. The estimated group symbol for the Unified
Soil Classification System is indicated on the boring logs and brief description of that classification
system is included with this report.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 3
SITE AND SUBSURFACE CONDITIONS
The development area generally consists of cultivated land, covered with vegetation/crop stubble
and topsoil. The site was generally bisected from east to west by an irrigation ditch, which also
bounded the eastern extent of the west 40-acre development area. The ground surface was
relatively flat with apparent drainage to the southeast with slopes of about 1 to 2%.Aside from the
irrigation ditch, evidence of prior building construction was not observed at the site by EEC field
personnel.
An EEC field engineer was on-site during drilling to direct the drilling activities and evaluate the
subsurface materials encountered. Field descriptions of the materials encountered were based on
visual and tactual observation of disturbed samples and auger cuttings. The boring logs included
with this report may contain modifications to the field logs based on results of laboratory testing
and engineering evaluation. Based on results of field and laboratory evaluation, subsurface
conditions can be generalized as follows.
The topsoil/vegetation was underlain by clayey sand or sandy clay which either extended to
bedrock in test borings B-1,B-2,B-3 at depths of approximately 7 to 23 feet below ground surface,
or to silty sand in test boring B-4 at a depth of approximately 12 feet below ground. In test boring
B-4,the silty sand was underlain by bedrock at a depth of approximately 18 feet. In all test borings,
the bedrock extended to the bottom of the completed test borings. In general, the bedrock was
encountered at a shallowest depth in test boring B-1 on the southwest side of the site. The bedrock
consisted of varying zones of interbedded claystone, sandstone, and siltstone.
The site clayey sand and sandy clay soils were relatively dry near surface and becoming wet with
depth, loose to medium dense, and generally exhibited low plasticity. At current moisture and
density conditions, the clayey sand subgrades exhibited low swell potential with the sandy clay
soils exhibiting moderate potential to swell. The underlying bedrock was highly weathered, soft,
and poorly cemented with seams of well cemented sandstone.
The stratification boundaries indicated on the boring logs represent the approximate locations of
changes in soil and rock types; in-situ, the transition of materials may be gradual and indistinct.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 4
Groundwater
Observations were made while drilling and after completion of the borings to detect the presence
and level of free water. During drilling, free water was observed in test boring B-2 and B-4 at
depths of approximately 17 and 18 feet below ground surface, respectively. Free water was not
observed in the remaining test borings while drilling. Groundwater measurements are shown on
the upper right-hand corner of the attached the boring logs.
Water levels can vary over time with variation in hydrologic conditions and other conditions not
apparent at the time of this report. Perched and/or trapped water may be encountered in more
permeable zones in the subgrade soils at times throughout the year. Perched water is commonly
encountered in soils immediately overlying less permeable soils or weathered bedrock. Water
levels in the drainage ditch on the site as well as nearby irrigation activities could affect
groundwater conditions in the area.
ANALYSIS AND RECOMMENDATIONS
General
The subgrades encountered in the test borings (overlying the bedrock) generally consisted of
clayey sand and sandy clay. At current moisture and density conditions, the clayey sand soils
generally exhibited low swell potential with higher swell potential observed in the sandy clay soils.
Movement of improvements placed directly on expansive materials would be expected if the
moisture content of those materials increases subsequent to construction. Care will be needed to
see that zones of expansive soils are identified and mitigated to reduce swell potential prior to
construction.
Outlined herein are considerations for development of this site; however, the client should
recognize that building on expansive soils is risky, even when mitigation plans are followed.
Mitigation plans often can reduce the risk of heaving of site improvements, but usually that risk
cannot be eliminated. Outlined below are general considerations for developing this site;however,
final geotechnical engineering reports should be provided to develop specific recommendations
for each building at this site.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 5
Building Foundations and Floor Slabs
Based on the materials encountered in the completed test borings, we anticipate site structures
(foundations and floor slabs)could be supported on spread foundations bearing on either low swell
potential natural site soils or on a zone of over excavated and backfill materials. Over excavation
depths on the order of 3 feet below foundations and floor slab seems likely in areas where
expansive soils are encountered; however, greater over excavation depths could be necessary. The
depths and extent of expansive soils should be evaluated based on building specific borings on a
Lot by Lot basis. The site clayey sand or sandy lean clay appear useable for over excavation
backfill. Care will be needed to see that foundations bear on similar materials and maintain
adequate separation from groundwater and bedrock, typically at least 3 feet.
For design of footing foundations bearing on properly placed over excavation backfill or on
suitable strength natural undisturbed low expansion potential site soils, the use of relatively low
design soil bearing pressures (maximum net allowable total load soil bearing pressures) are
anticipated. The net bearing pressure refers to the pressure at foundation bearing level in excess of
the minimum surrounding overburden pressure. Total load would include full dead and live loads.
Design recommendations for spread footings would be based on site specific borings within the
building areas.
Below Grade Areas
We anticipate site structures could include below grade areas, such as basement or crawlspaces.
Since free water was encountered at depths greater than 17 feet below ground surface,below grade
building areas appears practicable.
For below grade building areas,perimeter drain systems should be expected around all below grade
areas to reduce the potential for hydrostatic loads to develop on below grade walls and/or
infiltration of surface water into below grade areas. In general, a perimeter drain system would
consist of perforated metal or plastic pipe, placed around the exterior perimeter of the structures
and sloped to drain to a sump or an outfall where reverse flow cannot occur into the system.
Specific recommendations for perimeter drain systems would typically be provided in a final
geotechnical engineering report.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 6
Utility Installation
Bedding around utility pipelines should be placed in accordance with recommendations from the
pipeline designer. Backfill soils placed above the utility lines should consist of approved materials
which are free from organic matter and debris. The on-site soils could be used as utility backfill.
Backfill should be placed in maximum 9-inch loose lifts, adjusted to within 12% of optimum
moisture content and compacted to at least 95% of standard Proctor maximum dry density as
determined by ASTM Specification D698, the standard Proctor procedure.
Pavement Subgrades
Based on the subsurface conditions encountered at the site, we anticipate mitigation would be
necessary to reduce the risk of heaving of site pavements that could result from swelling of the
underlying expansive subgrades. To reduce the potential for heaving of site pavements, over
excavating and backfilling of the subgrades prior to surfacing is likely. The over excavation would
involve removing a zone of the subgrades beneath pavements and associated flatwork (or
anywhere a reduction in heave is desired) and replacing those soils with low expansion potential
materials. Additional borings could be considered to further evaluate the depth and extent of the
expansive soils across the site.
To develop the pavements areas, all existing vegetation and topsoil should be removed. After
stripping the site and completing all cuts, the subgrades beneath pavement areas would then be
over excavated. Over excavation depths of 2 feet appear likely. Prior to placing any backfill
materials,the subgrades should be scarified 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 D698, 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.
The over excavated soils which are free of organic matter and debris, could be used as backfill and
fill materials as needed. The backfill soils should moisture condition and placed in 9-inch loose
lifts and compacted as recommended for the scarified soils.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 7
Pavements
Summarized below are preliminary pavement sections that are based on the soil conditions
encountered and anticipated traffic conditions which are based on the planned site improvements.
The preliminary pavement sections are included to provide an estimate of the pavement sections
for initial planning; they are not for actual design. A final pavement design is recommended once
the roadway alignments are selected,utilities are installed and backfilled, and the roadway is at or
near is final subgrade elevations.
We anticipate the site pavements will include an entry drive supporting low volumes of local
passenger vehicles. For local traffic areas, we assumed equivalent daily load allowance (EDLA)
of 5. An R-value of 5 was assumed for the preliminary sections.
Table 1. Recommended minimum pavement sections for estimated traffic conditions.
Traffic Condition Local
EDLA 5
Reliability 75%
Resilient Modulus 3025 psi
PSI Loss 2.5
Structural Number (2.48)
Hot Bituminous Pavement 4"
Aggregate Base 7"
(Design Structural Number) (2.53) i
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 between borings or 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 a final geotechnical engineering report be completed once the development
plans become available. We recommend site specific exploration be completed for each individual
lot and/or building to define subsurface conditions at the respective locations.
Earth Engineering Consultants,LLC
EEC Project No. 1212029
April 28,2021
Page 8
This report has been prepared for the exclusive use of Everitt Companies 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 modified or verified in writing by the geotechnical
engineer.
DRILLING AND EXPLORATION
DRILLING &SAMPLING SYMBOLS:
SS: Split Spoon-13/8" I.D., 2" O.D., unless otherwise noted PS: Piston Sample
ST: Thin-Walled Tube-2" O.D., unless otherwise noted WS: Wash Sample
R: Ring Barrel Sampler-2.42" I.D.,3" O.D. unless otherwise noted
PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit=4", N, B BS: Bulk Sample
AS: Auger Sample PM: Pressure Meter
HS: Hollow Stem Auger 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 WS : While Sampling
WCI: Wet Cave in WD : While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB : After Boring 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
PHYSICAL PROPERTIES OF BEDROCK
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2488. Coarse Grained DEGREE OF WEATHERING:
Soils have move than 50% of their dry weight retained on a Slight Slight decomposition of parent material on
joints. May be color change.
#200 sieve;they are described as: boulders,cobbles,gravel or
sand. Fine Grained Soils have less than 50%of their dry weight Moderate Some decomposition and color change
retained on a#200 sieve;they are described as : clays,if they throughout.
are plastic, and silts if they are slightly plastic or non-plastic. High Rock highly decomposed, may be extremely
Major constituents may be added as modifiers and minor broken.
constituents may be added according to the relative
proportions based on grain size. In addition to gradation, HARDNESS AND DEGREE OF CEMENTATION:
coarse grained soils are defined on the basis of their relative in Limestone and Dolomite:
place density and fine grained soils on the basis of their Hard Difficult to scratch with knife.
consistency. Example: Lean clay with sand,trace gravel, stiff
(CL);silty sand,trace gravel, medium dense(SM). Moderately Can be scratched easily with knife.
CONSISTENCY OF FINE-GRAINED SOILS Hard Cannot be scratched with fingernail.
Unconfined Compressive Soft Can be scratched with fingernail.
Strength,Qu, psf Consistency
Shale,Siltstone and Claystone:
< 500 Very Soft Hard Can be scratched easily with knife,cannot be
scratched with fingernail.
500- 1,000 Soft
1,001- 2,000 Medium Moderately Can be scratched with fingernail.
2,001- 4,000 Stiff Hard
4,001- 8,000 Very Stiff Soft Can be easily dented but not molded with
8,001- 16,000 Very Hard fingers.
Sandstone and Conglomerate:
RELATIVE DENSITY OF COARSE-GRAINED SOILS: Well Capable of scratching a knife blade.
N-Blows/ft Relative Density Cemented
0-3 Very Loose Cemented Can be scratched with knife.
4-9 Loose
10-29 Medium Dense Poorly Can be broken apart easily with fingers.
30 49 Dense Cemented 4gCLIPO
50-80 Very Dense
80+ Extremely Dense
Earth Engineering Consultants, LLC
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 F
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 GM
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<Cc53E SW Well-graded sand 1
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'"'i
more than 12%
fines Fines classify as CL or CH SC Clayey sand G'"'I
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 passes Liquid Limit less
the No.200 sieve than 50 PI<4 or plots below"A"Line ML Silt K,L,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 K,L,M
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
"Based on the material passing the 3-in.(75-mm) ECu=D D Cc= (D30)2
Kif soil contains 15 to 29%plus No.200,add"with sand"
60/ 10
sieve D10 x D60 or"with gravel",whichever is predominant.
'If field sample contained cobbles or boulders,or `If soil contains 2 30%plus No.200 predominantly sand,
both,add"with cobbles or boulders,or both"to add"sandy"to group name.
group name. Elf soil contains n_15%sand,add"with sand"to MIf soil contains>_30%plus No.200 predominantly gravel,
`Gravels with 5 to 12%fines required dual symbols: GIf 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. "PI24 and plots on or above"A"line.
GW-GC well-graded gravel with clay "If fines are organic,add"with organic fines"to °Pl54 or plots below"A"line.
GP-GM poorly-graded gravel with silt group name PPI plots on or above"A"line.
GP-GC poorly-graded gravel with clay 'If soil contains>15%gravel,add"with gravel"to °PI 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
50 — soils.
Equation of"A"-line 4,' O� p V
a 40 — Horizontal at P1=4 to LL=25.5 —
w then PI-0.73(LL-20) '' L�eP
o Equation of"U"-line •
z
30 — Vertical at LL=16 to PI-7, —
then PI=0.9(LL-8)
1 ',
U,
a 20 —
& MHoeOH
c_o'
10 — A ,•��
/11 /.r// M L OR OL
-
C 0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
Earth Engineering Consultants,LLC
iir --__ --_--
I _ �- _. - - -
.,,' & *1P4' _ - ,. . - . .
'- -{ .: , 4111 it. ._ ,
B-4
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? ' •
v.t: z��Ma �to+�sf •
147AG}3
_21 LiJT! LOT 2 • . . r _
t:t�.gi0 8 s 31,300 S.F,t - mw
° cr.°oz.)I (3 4 AC)t \
li
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•-B-1 -"tar
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LOT 9 t_QT S 179,740
130.950 5 F t 131 X5 S.F.i (4.1 AC.
(3.0AC.)t (3OAC)t 41,,4 r:,, .
- - --
T:
- .�,
t,,Legend
$Approximate Boring - 4,-`
~Locations
Boring Location Diagram
Subdivision at CR 25 and CR 68
Weld County, Colorado
North EEC Project #: 1212029 Date: April 2021
Not to Scale
EARTH ENGINEERING CONSULTANTS, LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-1 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — _
CLAYEY SAND(SC) _ _
brown 2
medium dense
SS -3 12 5500 7.0
4
CS 5 21 9000+ 5.7 117.2 24 9 37.4 600 PSF 0.3%
6
-7
CLAYSTONE/SILTSTONE/SANDSTONE -8
brown/gray/rust _ _
soft/poorly cemented 9
highly weathered _ _ water soluble sulfates=0.02%
SS 10 50/7" 1000 11.1
1-1
1-2
1-3
1-4
CS 15 50/7" 5500 18.9 104.9 31 9 62.1
1-6
1-7
1-8
1-9
SS 2-0 40 9000+ 23.2
2-1
2-2
2-3
2-4
SS 2-5 50/11" 9000+ 20.2 106.8
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-2 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING 17'
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — —
1
CLAYEY SAND(SC) _ _
brown 2
medium dense to loose
SS -3 13 4500 6.2
4
CS 5 25 1500 5.2 109.0 27 11 37.8 1100 PSF 0.7%
6
-7
-8
-9
SS 1-0 4 4500 6.9
1-1
1-2
1-3
1-4
CS 15 7 2000 16.4 113.0
1-6
1-7
1-8
1-9
SS 2-0 8 500 21.7
2-1
2-2
2-3
SANDSTONE 2-4
brown _ _
poorly cemented,highly weathered CS 25 50/7" 3500 24.0 99.9
BOTTOM OF BORING DEPTH 25' — _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-3 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — —
1
2
SANDY LEAN CLAY(CL) _ _ water soluble sulfates=0.01% %@ 150 PSF
brown CS 3 25 9000+ 6.9 113.3 28 14 62.2 2500 PSF 5.2% I
very stiff to stiff _ _
4
SS -5 18 3000 4.1
6
-7
CLAYEY SAND(SC) -8
brown
loose to medium dense -9
CS 1-0 9 9000+ 8.8 108.9 26 9 42.1 1400 PSF 0.5%
1-1
1-2
1-3
1-4
SS 1-5 9 1500 16.5
1-6
1-7
1-8
CLAYSTONE 1-9
brown/gray/rust _ _
soft CS 20 31 9000+ 22.3 104.9
highly weathered — —
21
2-2
2-3
2-4
SS 2-5 50/7" 24.5
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-4 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING 18'
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
TOPSOIL AND VEGETATION — —
1
CLAYEY SAND(SC) _ _
brown 2
medium dense
CS 3 20 9000+ 4.3 111.7
4
SS -5 15 9000+ 9.0
6
-7
LEAN CLAY with SAND(CL) -8
dark brown _ _
very stiff 9
CS 10 15 9000+ 16.8 111.8 34 22 76.2 5500 PSF 2.0%
1-1
1-2
SILTY SAND(SM) 1-3
brown
dense 1-4
SS 1-5 36 1000 25.6
1-6
1-7
1-8
SANDSTONE/SILTSTONE 1-9
brown/gray _ _
poorly cemented CS 20 43 9000+ 23.4 103.2
highly weathered — —
with interbedded claystone 21
with cemented seams
2-2
2-3
2-4
SS 2-5 34.3
BOTTOM OF BORING DEPTH 25.5' _ —
Earth Engineering Consultants,LLC
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Clayey Sand
Sample Location: Boring 1, Sample 2, Depth 4'
Liquid Limit: 24 Plasticity Index: 9 % Passing#200: 37.4%
Beginning Moisture: 5.7% Dry Density: 113.8 pcf Ending Moisture: 18.0%
Swell Pressure: 600 psf % Swell @ 500: 0.3%
10.0
8.0 - - . . .
6.0 .
co
4.0
2.0
E
d
2 0.0 .
d
L
a,
a Water Added
-2.0 .
-4.0
0
o -6.0
U
-8.0 .
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Clayey Sand
Sample Location: Boring 2, Sample 2, Depth 4'
Liquid Limit: 27 Plasticity Index: 11 % Passing#200: 37.8%
Beginning Moisture: 5.2% Dry Density: 112.8 pcf Ending Moisture: 17.6%
Swell Pressure: 1100 psf % Swell @ 500: 0.7%
10.0
8.0 . . .
6.0 .
4.0
2.0
Y
E
d
2 0.0
a)
L
Water Added
a
-2.0 .
-4.0
0
o -6.0
0
-8.0 .
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Clay
Sample Location: Boring 3, Sample 1, Depth 2'
Liquid Limit: 28 Plasticity Index: 14 % Passing#200: 62.2%
Beginning Moisture: 6.9% Dry Density: 117.5 pcf Ending Moisture: 15.5%
Swell Pressure: 2500 psf % Swell @ 150: 5.2%
10.0
8.0 - - . . .
6.0 .
co
4.0
2.0
E
Q
a)
V
y Water Added
a
-2.0 .
-4.0 I
0
0 -6.0
-8.0 • .
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Clayey Sand
Sample Location: Boring 3, Sample 3, Depth 9'
Liquid Limit: 26 Plasticity Index: 9 % Passing#200: 42.1%
Beginning Moisture: 8.8% Dry Density: 115.4 pcf Ending Moisture: 16.9%
Swell Pressure: 1400 psf % Swell @ 500: 0.5%
10.0
8.0 . . .
6.0 .
co
4.0
2.0
E
d
g 0.0 • • .
a) /G)
L
Water Added
a
-2.0 .
-4.0
0
o -6.0
0
-8.0 .
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Dark Brown Clay with Sand
Sample Location: Boring 4, Sample 3, Depth 9'
Liquid Limit: 34 Plasticity Index: 22 % Passing#200: 76.2%
Beginning Moisture: 16.8% Dry Density: 113.4 pcf Ending Moisture: 18.0%
Swell Pressure: 5500 psf % Swell @ 500: 2.0%
10.0
8.0 . . .
6.0 .
4.0
2.0
Y
E
d
g 0.0 • -
a)
G)
L
Water Added
a
-2.0 .
-4.0
0
o -6.0
0
-8.0
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Subdivision at CR 25 and CR 68
Location: Weld County, Colorado
Project#: 1212029
Date: April 2021 4411:4
Roulard Lateral - 970-454-3377
In accordance with Section 23-2-50.B.14, I contacted Autumn at the Roulard Ditch Company
regarding the development. She confirmed that the company has no concerns. This
communication serves as written evidence that an adequate attempt has been made to address
and mitigate any potential concerns of the ditch owner.
Aaron Everitt
5-21-2025
EARTH ENGINEERING
June 24, 2025 CONSULTANTS, LLC
Everitt Companies
2809 East Harmony Road, Suite 310
Fort Collins, Colorado 80528
Attn: Mr. Aaron Everitt (everittrealestate@gmail.com)
Re: Mineral Resource Statement
Subdivision at CR 25 and CR 68
Weld County, Colorado
EEC Project No. 1212029
Mr. Everitt:
Earth Engineering Consultants, LLC (EEC) was requested to provide a statement regarding the
mineral resource potential for the proposed subdivision located on Weld County Parcel No.
080518300015 northeast of the intersection of Weld County Road 25 and Highway 392. The Weld
County Planning Commission and Board of County Commissioners require an evaluation of
potential mineral resources beneath the subject property, including a determination of whether
commercially viable mineral deposits may be present and whether extraction is feasible. In support
of this request, we considered data obtained during a subsurface exploration for the Preliminary
Geotechnical Engineering Report prepared under EEC Project No. 1212029,dated April 28,2021.
In addition to the field data collected during that subsurface exploration, we reviewed publicly
available geologic and soil information from the United States Geological Survey (USGS),
Colorado Geological Survey (CGS), and United States Department of Agriculture Natural
Resources Conservation Service(NRCS)to inform this assessment.We provide a summary of our
exploration and literature review and our opinion regarding the potential for mineral resources at
this site herein.
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
www.earth-engineering.com
Earth Engineering Consultants,LLC
EEC Project No. 1212029
June 24,2025
Page 2
SUBSURFACE EXPLORATION AND LITERATURE REIVEW
Subsurface Exploration Summary
To obtain information on existing subsurface conditions for the preliminary geotechnical report,
four(4) borings were advanced to depths of approximately 25 feet below site grades at that time.
The subsurface conditions encountered generally consisted of 7 to 23 feet of interlayered lean clay
with sand, clayey sand and silty sand and overlying interbedded claystone, siltstone and sandstone
bedrock to the depths explored of 25 feet. Particle size analysis of the overburden clays and fine
sands indicated fines contents(percent passing the#200 sieve)of 37.4%to 76.2%.The sandy clays
and clayey/silty sands were very stiff and loose to medium dense based on standard penetration
test results. The bedrock was weathered to competent and had lenses of various cementation.
Groundwater or perched water was encountered in two borings at depths of 17 and 18 feet. A
diagram of the exploratory boring locations and the boring logs from this report are attached to
this letter.
Literature Review
According to the available soil mapping(Natural Resources Conservation Service,2025),the near
surface site soils appear to consist primarily of Kim loam (Map Unit Symbol 32 and 33), Otero
sandy loam (Map Unit Symbol 52) with minor areas of Nelson and Olney fine sand loam (Map
Unit Symbol 37, 38 and 47). The Kim loam and Nelson, Olney and Otero loam soils are generally
clay loam, consisting of mostly clay with lesser amounts of sand and silt. This concurs with the
geologic mapping of the area which describes the near surface soils as loess and eolium(Map Unit
Symbol Qe) (Palkovic, 2020).
Review of available mineral resource mapping by the United States Geologic Survey and Colorado
Geologic Survey indicates that no sources of critical minerals or aggregate resources are inferred
at this site (United States Geological Survey, 2024). Additionally, review of available aggregate
resource mapping of the Colorado Front Range indicates no significant resources of sand and
gravel exist below ground surface at the referenced property(Society,2025)(Schwochow, Shroba,
&Wicklein, 1974).
Earth Engineering Consultants,LLC
EEC Project No. 1212029
June 24,2025
Page 3
CONCLUSION
Based on the subsurface conditions encountered during our preliminary exploration and literature
review it is our opinion that there are no commercially viable mineral deposits that could be
feasibly extracted on the property.
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 Consultants,LLC
0;� CIF► '1
von: s. KR I�i
N.
63096 "'
Trace S. Krausse,P.E.
Geotechnical Engineer
Reviewed by: David A. Richer,P.E.
Senior Geotechnical Engineer
111
II
Earth Engineering Consultants,LLC
EEC Project No. 1212029
June 24,2025
Page 4
References
Natural Resources Conservation Service.(2024). Custom Soil Resource Report for Weld County, Colorado Southern
Part.
Palkovic,M.J.(2020).Geologic Map of the Bracewell Quadrangle,Weld County Colorado. Colorado Geologic
Survey.
Schwochow, S.D., Shroba,R.R.,&Wicklein,P.C. (1974).Atlas of Sand, Gravel, and Quarry Aggregate
Resources Colorado Front Range Counties, Special Publication 5-B. Denver,Colorado: Colorado
Geological Survey Department of Natural Resources.
Society,C. G. (2025, 6 24). CGS CO Proppant Sand Recon.Retrieved from Colorado Geologic Survey:
https://cologeosurvey.maps.arcgis.com/apps/webappviewer/index.html?id=d02eb2fde47543 d78d4f74c536c
8e3e4
Tweto,O. (1979).Geologic Map of Colorado. United States Geologic Survey.
United States Geological Survey.(2024).Mineral Resources Data System.
Warner,L.A. (1978).The Colorado Lineament:A middle Precambrian wrench fault system. GSA Bulletin (1978),
89(2): 161-171.
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t,,Legend
$Approximate Boring - 4,-`
~Locations
Boring Location Diagram
Subdivision at CR 25 and CR 68
Weld County, Colorado
North EEC Project #: 1212029 Date: April 2021
Not to Scale
EARTH ENGINEERING CONSULTANTS, LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-1 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — _
CLAYEY SAND(SC) _ _
brown 2
medium dense
SS -3 12 5500 7.0
4
CS 5 21 9000+ 5.7 117.2 24 9 37.4 600 PSF 0.3%
6
-7
CLAYSTONE/SILTSTONE/SANDSTONE -8
brown/gray/rust _ _
soft/poorly cemented 9
highly weathered _ _ water soluble sulfates=0.02%
SS 10 50/7" 1000 11.1
1-1
1-2
1-3
1-4
CS 15 50/7" 5500 18.9 104.9 31 9 62.1
1-6
1-7
1-8
1-9
SS 2-0 40 9000+ 23.2
2-1
2-2
2-3
2-4
SS 2-5 50/11" 9000+ 20.2 106.8
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-2 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING 17'
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — —
1
CLAYEY SAND(SC) _ _
brown 2
medium dense to loose
SS -3 13 4500 6.2
4
CS 5 25 1500 5.2 109.0 27 11 37.8 1100 PSF 0.7%
6
-7
-8
-9
SS 1-0 4 4500 6.9
1-1
1-2
1-3
1-4
CS 15 7 2000 16.4 113.0
1-6
1-7
1-8
1-9
SS 2-0 8 500 21.7
2-1
2-2
2-3
SANDSTONE 2-4
brown _ _
poorly cemented,highly weathered CS 25 50/7" 3500 24.0 99.9
BOTTOM OF BORING DEPTH 25' — _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-3 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
DISCED FIELD/CROP STUBBLE — —
1
2
SANDY LEAN CLAY(CL) _ _ water soluble sulfates=0.01% %@ 150 PSF
brown CS 3 25 9000+ 6.9 113.3 28 14 62.2 2500 PSF 5.2% I
very stiff to stiff _ _
4
SS -5 18 3000 4.1
6
-7
CLAYEY SAND(SC) -8
brown
loose to medium dense -9
CS 1-0 9 9000+ 8.8 108.9 26 9 42.1 1400 PSF 0.5%
1-1
1-2
1-3
1-4
SS 1-5 9 1500 16.5
1-6
1-7
1-8
CLAYSTONE 1-9
brown/gray/rust _ _
soft CS 20 31 9000+ 22.3 104.9
highly weathered — —
21
2-2
2-3
2-4
SS 2-5 50/7" 24.5
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants,LLC
SUBDIVISION AT CR 25 AND CR 68
WELD COUNTY, COLORADO
PROJECT NO: 1212029 LOG OF BORING B-4 DATE: APRIL 2021
RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN: RW START DATE 3/31/2021 WHILE DRILLING 18'
AUGER TYPE: 4"CFA FINISH DATE 3/31/2021
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DO A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF
TOPSOIL AND VEGETATION — —
1
CLAYEY SAND(SC) _ _
brown 2
medium dense
CS 3 20 9000+ 4.3 111.7
4
SS -5 15 9000+ 9.0
6
-7
LEAN CLAY with SAND(CL) -8
dark brown _ _
very stiff 9
CS 10 15 9000+ 16.8 111.8 34 22 76.2 5500 PSF 2.0%
1-1
1-2
SILTY SAND(SM) 1-3
brown
dense 1-4
SS 1-5 36 1000 25.6
1-6
1-7
1-8
SANDSTONE/SILTSTONE 1-9
brown/gray _ _
poorly cemented CS 20 43 9000+ 23.4 103.2
highly weathered — —
with interbedded claystone 21
with cemented seams
2-2
2-3
2-4
SS 2-5 34.3
BOTTOM OF BORING DEPTH 25.5' _ —
Earth Engineering Consultants,LLC
N ` 86LA.►fir �. = \ Notice of Inquiry
r Weld County
C OUhTY '�
Pre-application Case# PRE22-0007
Date of Inquiry 1-14-22
Municipality Severance CPA
Name of Person Inquiring Aaron Everitt
Property Owner Parc Corniche LLC
Planner Maxwell Nader
Planner Phone Number 970-400-3527
Planner Email Address mnader@weldgov.com
Lot B of Recorded Exemption RECX16-0016; being a part of the N2SW4 of
Legal Description Section 18,T6N,R66W of the 6th P.M.,Weld County,CO
Parcel Number 0805-18-3-00-013
Nearest Intersection CR 25 AND HWY 392
Type of Inquiry Change of Zone request from (A)Agricultural Zoning to E(Estate)Zoning,
associated with a nine(9)lot Minor Subdivision (MINK21-0003)
The above person met with County Planning staff about developing a parcel of land inside your designated
Intergovern ental Agreement/Coordinated Planning Agreement Boundary.
(7-‘
County Planner's signature
Would you like to pursue annexation of this property? NO °( YES
Date of Contact // "'Z Z
Comments:
f/--k '�at,vN GF evEtz.Atif e A5v (= AfILIL
S�2�rr✓ ` ur-fr S OVNO1 dV g F5 r a 'N'TS
'-'G ,MvF2 /- /-z
nicipality Representative Title Date
Please sign and date to acknowledge that the applicant has contacted you
and return this signed form to Weld County Department of Planning Services.
Weld County Planning Department
1555 N 17th Ave, Greeley, CO 80631 — (970) 400-6100 — (970) 304-6498 Fax
20181107
o
Weld County Treasurer
1
Statement of Taxes Due
._ _ _____ _
..�
,7,
\ c i` ``il.1 oU111hL . 77,,,, l eu, , cI 0 0 1 3 001
\L,, ,, d 10 R `2` I ( r B WI I I 1 .
e
N Legal Description Silos Address
PT N1SW4 1COMM 4 SI4: COR T1 l O l F. 361 .06 TO POB I I 1 I 11 7 Q4
1I 1 1 .207 N 11 051 : 270 31 1 50L 057 36 !...02D5317503 . 7 S8,7DOWN 1692 (17 NO
-960. 2l i1, ) 1 I1
Year Tax Interest I e es Payments Balance i!
2024
6 1 16___ - - - $0,90 1 ' " L I50.00
Total Tax Charge ( M ( 1
Grand Total Due as of 06 1 0 no
Tax Billed at 2024 Rates for lax Area 0430 0430
-
Autho -uu) Mill Lev ,r Amount Values A to i1 y1,,c(f
WELD OI P T A 15 .9560000s 127 80 ACi-FLOOD $30.328 , 1
-' I H�. f1 _ I I T E -W11 .. 8 04
l F l ►� [ LAND
11 l i e of ORADO WATVR 11 .0000000 58 01 Total S30,328 S8,010
W l DSOR—S F FF AN ' F FIRE 8 0 08 ,
a,
AIMS JUNIOR OR Coil Ril r 6 3050000 S50, 5I
CLEARVII-AV LIBRARY 3 5460000 $28 0
WP I. ( iRIFLEY C IRVA1ION D 0 4140000
I a ss Billed 2024 83 7900000 S67I 16
* Credit 1 _
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT T F CURRENT TAXES BY THE
LIENHOLDER E R TO ADVERTISING AND DISTRAINT WARRANT FEES .
' CHANGES Ll AND THE. TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO EI 'IITT1lE AFTER THE
FOLLOWING DATES PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1
TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK.
POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS T PAYMENTS MUST BE IN OUR OFFICE AND ::, ,:,,
PROCESSEDBY THE LAST BUSINESS DAY OF THE MONTH
Weld County Treasurer's Office
861- 4:0-
-, . 17t11 Avenue
'1, 1 rig - = 5C PO Box 458
- - . 117'4-5' .1L`L;/7 r 1:- - - Greeley, CO 80632
N.. z _ �. , - Phone : 970-400-3290
Pursuant to the Weld County i SubdivisionOrdinance , the attached Statement Taxes Due
issued by the Weld County Treasurer are id that as this date , all current and prior year
„ ,,,..,„,,,------tO1aes relatedlhis parcel have been oid in fufull .
,_, .,,,..„7-
Sig : - -- ),
_ c oate : _ Lfi# IzS
dialuw"--- -......._ ..__,.....---------
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, _, ,
, . _.------ -4----- ,
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-_ -.-_. - -'�_ sn-y�_ -.,i.- • ..- - J...,1-
4.111011.110 --- -
1400 N , 17th Avenue , Greeley, CO31 or PO Box 4581 Greeley , CO32 . 0) 400-3290 Page 1 of
.tea AP.
\jp itt'
Notice of Inquiry
l� r
Weld County
4!(
C06NTY
rs
Pre-application Case# PRE22-0007
Date of Inquiry 1-14-22
Municipality Windsor CPA
Name of Person Inquiring Aaron Everitt
Property Owner Parc Corniche LLC
Planner Maxwell Nader
Planner Phone Number 970-400-3527
Planner Email Address mnader@weldgov.com
Legal Description Lot B of Recorded Exemption RECX16-0016; being a part of the N2SW4 of
Section 18,T6N, R66W of the 6th P.M., Weld County, Co
Parcel Number 0805-18-3-00-013
Nearest Intersection CR 25 AND HWY 392
Type of Inquiry Change of Zone request from (A)Agricultural Zoning to E (Estate)Zoning,
associated with a nine (9) lot Minor Subdivision (MINK21-0003)
The above person met with County Planning staff about developing a parcel of land inside your designated
Intergov rnmental Agreement/Coordinated Planning Agreement Boundary.
oun y Planner's signature
Would you like to pursue annexation of this property? NO X YES
Date of Contact 1/18/2022
Comments:
The proposed project is outside the Town of Windsor Community Influence and Growth
Management Areas.
L`"an Planner 1
1/18/2022
Signature of Municipality Representative Title Date
Please sign and date to acknowledge that the applicant has contacted you
and return this signed form to Weld County Department of Planning Services.
Weld County Planning Department
1555 N 17th Ave, Greeley, CO 80631 — (970) 400-6100 — (970) 304-6498 Fax
20181107
Hello