HomeMy WebLinkAbout20233632.tiff SUBSURFACE EXPLORATION REPORT
DEHAAN CALF FACILITY
WELD COUNTY, COLORADO
EEC PROJECT NO. 1202091
Prepared for:
THEngineering, LLC
P . O . Box 337748
Greeley, Colorado 80633
Prepared by :
Earth Engineering Consultants, LLC
4396 Greenfield Drive
Windsor, Colorado 80550
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EARTH ENGINEERING
CONSULTANTS , LLC
THEngineering,ng, LLC
P . O . Box 337748
Greeley, Colorado 80633
Attn : Mr. Travis Hertnecky (travis@thengineeringonline . com)
Re : Geotechnical Engineering Report
DeHaan Calf Facility
Weld County, Colorado
EEC Project No. 1202091
Mr. Hertnecky :
Enclosed, herewith, are the results of the subsurface exploration completed by Earth Engineering
Consultants, LLC (EEC) for the referenced project. For this exploration, four (4) test borings
were advanced to depths of approximately 20 to 25 feet below existing site grades . This
subsurface exploration was carried out in general accordance with our proposal dated December
7, 2020 .
In summary, the subsurface conditions encountered in the test borings generally consisted of
sandy lean clay or clayey sand underlain by poorly cemented sandstone/siltstone bedrock. At
current moisture and density conditions, the subgrades exhibited low swell potential .
Groundwater was only encountered in the southern borings B-3 and B-4 at depths ranging from
approximately 14 to 20 feet below ground surface .
Based on the materials encountered in the completed test borings, it is our opinion, the lightly
loaded buildings could be supported on spread footing foundations bearing on either naturally
undisturbed subgrades/bedrock or on properly placed fill materials . The building floor slab could
be supported on reconditioned site soils or properly placed fill . Geotechnical recommendations
concerning design and construction of the building' s foundations and floor slab are provided
within the attached report. Recommendations for developing the holding pond are provided in a
separate report.
4396 GREENFIELD DRIVE
WINDSOR , COLORADO 80550
( 970 ) 545 - 3908 FAX ( 970 ) 663 - 0282
www . earth - engineering . com
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
Page 2
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 Cs sultants, LLC
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Ethan P. Wiechert, RE.
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Senior Project Engineer
Reviewed by : David A. Richer, P .E.
Senior Geotechnical Engineer
SUBSURFACE EXPLORATION REPORT
DEHAAN CALF FACILITY
WELD COUNTY, COLORADO
EEC PROJECT NO. 1202091
January 6, 2021
INTRODUCTION
The geotechnical subsurface exploration for the proposed DeHaan Calf facility planned for
construction southeast of the intersection of County Road 23 and County Road 84 in Weld County,
Colorado has been completed . To develop subsurface information in the proposed development area,
four (4) test borings were drilled to depths of approximately 20 to 25 feet below existing site grades .
A site diagram indicating the approximate boring locations is included with this report.
We understand the planned development would include numerous improvements associated with a
calf facility, however, the scope of this report is specific for the milk mixing building planned on the
north side of the site and for the two animal waste holding ponds on the south side of the site. We
understand the milk mixing building would be a one- or two- story, steel frame metal building
constructed as slab-on-grade (no basement) and have a plan area of approximately 7,200 square feet.
We estimate foundation loads would be relatively light with continuous wall loads less than 3 kips
per foot and individual column loads less than 25 kips . The building floor loads are expected to
provide support for relatively light mechanical and farming equipment with floor loads less than 250
psf. In the building area, approximately 2 feet of cuts and 4 feet of fills are expected on the northeast
and southeast sides of the building, respectively .
The purpose of this report is to describe the subsurface conditions encountered in the test borings,
analyze and evaluate the field and laboratory test data, and provide geotechnical recommendations
concerning design and construction of the milk mixing building foundations and floor slabs, and
provide subsurface information for design of the site holding ponds .
EXPLORATION AND TESTING PROCEDURES
The test boring locations were selected and established in the field EEC personnel by pacing and
estimating angles from identifiable site features . The approximate locations of the borings are shown
on the attached boring location diagram . The boring locations should be considered accurate only to
the degree implied by the methods used to make the field measurements .
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
Page 2
The test borings were advanced using a truck mounted, CME- 5 5 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 with temporary field slotted piezometer installed in three
of the completed test borings to allow for additional groundwater depth measurements. Samples of
the subsurface materials encountered were obtained from the auger cuttings (bulk sample) and 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 advanced
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 and hardness of weathered bedrock. In the California barrel sampling
procedure, relatively intact samples are obtained in removable brass liners . All samples obtained in
the field were sealed and returned to our laboratory for further examination, classification, and
testing.
Laboratory testing on each of the recovered samples included moisture content tests with unconfined
compressive strength of appropriate samples estimated using a calibrated hand penetrometer.
Atterberg limits and washed sieve analysis tests were completed on select samples to evaluate the
quantity and plasticity of fines in the subgrades . Swell/consolidation tests were performed on select
samples to evaluate the potential for the subgrade materials to change volume with variation in
moisture content and load . On the bulk sample, additional testing including standard Proctor and
falling head permeability were used to evaluate the material ' s hydraulic conductivity and potential
use as low permeability liner. With exception of the testing for evaluation of low permeability liner,
the results of the outlined tests are indicated on the attached boring logs and summary sheets. The
test results for evaluation of low permeability liner are provided in a separate report.
As part of the testing program, all samples were examined in the laboratory and classified in general
accordance with the attached General Notes and the Unified Soil Classification System, based on the
soil ' s texture and plasticity . The estimated group symbol for the Unified Soil Classification System
is indicated on the boring logs and a brief description of that classification system is included with
this report. Classification of the bedrock was based on visual and tactual observation of auger
cuttings and disturbed samples . Coring and/or petrographic analysis may reveal other rock types.
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
Page 3
SITE AND SUBSURFACE CONDITIONS
The proposed development property is generally located about 6 miles west of Ault in Weld County
Colorado. The site is bordered on the north by County Road 84 and on the west by County Road 23 ,
and generally extends south to the Pierce Lateral irrigation canal and east about 0 . 75 miles . At the
time of our site visits, the development property was vacant and predominantly covered with a thin
mantle of topsoil and sparse vegetation . Ground surface in this area was relatively flat with apparent
drainage to the south and west with slopes of about 1 to 2% . Evidence of prior building construction
was not observed by EEC personnel . Site photos taken at the time of our drilling operations are
included with this report.
EEC field personnel were on site during drilling to evaluate the subsurface conditions encountered
and supervise the drilling activities. Field logs prepared by EEC site personnel were based on visual
and tactual observation of disturbed samples and auger cuttings . The final boring logs included with
this report may contain modifications to the field logs based on results of laboratory testing and
evaluation. Based on results of the field borings and laboratory testing, subsurface conditions can be
generalized as follows .
Borings B - 1 and B-2 (Building Area) : _At the test boring locations, the surficial materials were
underlain by brown sandy lean clay which extended to depths of approximately 6 feet below ground
surface. The sandy lean clay soils were relatively dry, very stiff, and moderately plastic . The sandy
lean clay soils were underlain by poorly cemented sandstone/siltstone bedrock which extended to the
bottom of the completed test borings . The sandy lean clay and underlying sandstone/siltstone
exhibited low potential to swell with increases in moisture at current moisture and density
conditions .
Borings B -3 and B -4 (Holding Pond Areas) : _At the boring locations, the surficial materials were
underlain by brown to light brown sandy lean clay which extended to depths of approximately 14 to
17 feet below ground surface. In test boring B -3 , the sandy lean clay soils were underlain by clayey
sand which extended to a depth of approximately 24 feet below ground surface . The clayey sand in
test boring B -3 and sandy lean clay in test boring B -4 were underlain by sandstone/siltstone bedrock
which extended to the bottom of the completed test borings .
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
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The stratification boundaries indicated on the boring logs represent the approximate location of
changes in soil types; in-situ, the transition of materials may be gradual and indistinct.
GROUNDWATER CONDITIONS
Observations were made while drilling and after completion of the borings to detect the presence and
depth to hydrostatic groundwater. At the time of drilling, one day after drilling, and two weeks after
drilling, free water was observed only in test boring B -3 at depths of 19, 20, and 20 . 4 feet,
respectively, and in test boring B -4 at depths of approximately 16, 14 . 5 , and 14 . 7 feet, respectively .
Following the last measurements, the piezometers were removed, and all the boreholes were
backfilled . The groundwater level measurements are in included on the upper righthand corner of the
attached boring logs.
Fluctuations in groundwater levels can occur over time depending on variations in hydrologic
conditions, and other conditions not apparent at the time of this report. The irrigation ditch on the
south perimeter on the site may contribute to those fluctuations. Longer term monitoring of water
levels in cased wells, which are sealed from the influence of surface water, would be required to
more accurately evaluate fluctuations in groundwater levels at the site. We have typically noted
deepest groundwater levels in late winter and shallowest groundwater levels in mid to late summer.
ANALYSIS AND RECOMMENDATIONS
Site Preparation
Prior to placement of any fill and/or improvements, we recommend any existing topsoil, vegetation,
and any unsuitable materials be removed from the planned improvement areas. After stripping the
site and after making all cuts and prior to placing any fill , the exposed soils should be scarified to a
depth of 9 inches, adjusted in moisture content and compacted to at least 95 % of the material ' s
standard Proctor maximum dry density as determined in accordance with ASTM Specification D698 .
The moisture content should be adjusted to within ±2% of the material ' s optimum moisture content
at the time of compaction.
Fill soils for general site development, excluding fill for low permeability liner in the holding ponds,
should consist of approved materials which are free from organic matter and debris
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
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(recommendations for fill materials for low permeability are provided in the section titled Holding
Ponds) . In our opinion, the site sandy clay or similar soils could be used . The underlying
sandstone/siltstone materials could be used; however, should be processed prior to placement to
reduce the maximum particle size to 2-inch or less. The fill soils should be placed in loose lifts not to
exceed 9 inches in thickness, adjusted in moisture content and compacted as recommended for the
scarified soils . Care will be needed to maintain the recommended moisture content prior to and
during construction of overlying improvements .
Care should be taken after preparation of the subgrades to avoid disturbing the subgrade materials.
Materials which are loosened or disturbed should be reworked prior to placement of
foundations/fl atwork.
FootingFoundations
Based on the materials observed at the test boring locations, it is our opinion that the proposed
lightly loaded structure could be supported on spread footing foundations bearing on natural
undisturbed site soils or on properly placed fill materials as recommended in the section Site
Preparation. For design of footing foundations, we recommend using a maximum net allowable
total load soil bearing pressure of 2 , 000 psf. The footing should also be designed to maintain a
minimum dead load of 500 psf. The net bearing pressure refers to the pressure at foundation bearing
level in excess of the minimum surrounding overburden pressure . Total loads should include full
dead and live loads .
Exterior foundations and foundations in unheated areas should be located a minimum of 30 inches
below adjacent exterior grade to provide frost protection . We recommend formed continuous
footings have a minimum width of 12 inches and isolated column foundations have a minimum
width of 24 inches. Trenched or grade beam foundations could be used in the site materials. If used,
we recommend trenched foundations have a minimum width of 12 inches and formed grade beam
foundations have a minimum width of 8 inches .
No unusual problems are anticipated in completing the excavations required for construction of the
footing foundations. Care should be taken during construction to avoid disturbing the foundation
bearing materials . Materials which are loosened or disturbed by the construction activities or
materials which become dry and desiccated or wet and softened should be removed and replaced
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
Page 6
prior to placement of foundation concrete . We estimate the long-term movement of footing
foundations designed and constructed as outlined above would be 1 inch or less .
Foundation Wall and Utility Backfill
Backfill needed to develop site grades following installation of foundations and site utilities should
consist of low volume change materials which are free of organic matter and debris . In our opinion
the site sandy lean clay soils, or processed sandstone/siltstone could be used . If the
sandstone/siltstone materials are used, that material should be processed to reduce its maximum
particle size to 2 inches or less . Those soils should be moisture conditioned and compacted as
outlined for the fill soils in the section Site Preparation .
Floor Slabs
Subgrades for floor slabs should be prepared as outlined in the section Site Preparation . For design
of concrete slabs-on-grade, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) could
be used for floors supported on sandy lean clay .
• Additional floor slab design and construction recommendations are as follows :
Interior partition walls should be separated from floor slabs to allow for independent
movement. A minimum 3 -inch void space should be constructed above, or below
non-bearing partition walls placed on the floor slab . Special framing details should
be provided at door jambs and frames within partition walls to avoid potential
distortion . Partition walls should be isolated from suspended ceilings .
• Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns, and utility lines to allow for independent movement.
• Control joints should be provided in slabs to control the location and extent of
cracking.
• Interior trench backfill placed beneath slabs should be compacted in a similar manner
as previously described in the section Site Preparation.
• Floor slabs should not be constructed on frozen subgrade.
• Other design and construction considerations as outlined in the ACI Design Manual
should be followed .
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
Page 7
For interior floor slabs, depending on the type of floor covering and adhesive used, those material
manufacturers may require that specific subgrade, capillary break, and/or vapor barrier requirements
be met. The project architect and/or material manufacturers should be consulted with for specific
under slab requirements .
Care should be exercised after development of the floor slab subgrades to prevent disturbance of the
in-place materials . Subgrade soils which are loosened or disturbed by construction activities or soils
which become wet and softened or dry and desiccated should be removed and replaced or reworked
in place prior to placement of the overlying slabs .
Seismic
The site soil conditions consist of at least 25 feet of a relatively thin zone of very stiff sandy lean
clay overlying poorly cement sandstone/siltstone bedrock. For those site conditions, the International
Building Code indicates a Seismic Site Classification of C .
Roadways
At this time, we understand internal roadways of the site will not be surfaced or will be surfaced with
gravel and/or road base materials. If recommendations for surfacing the roadways are desired, we
would be pleased to provide assistance.
Holding Ponds
We understand two holding ponds will be constructed on the south side of the new facility in the
general location of test borings B-3 and B-4 . The subgrades encountered in those test borings are
included on the attached boring logs. As part of the holding pond development, we anticipate those
ponds may use a low permeability earthen liner to reduce infiltration into the underlying subgrades.
To evaluate the site materials for use as low permeability liner, one bulk sample was obtained during
our drilling operations for laboratory classification and evaluation .
Laboratory testing performed on the bulk sample included washed sieve analysis (ASTM C117 and
C 136), Atterberg limits (ASTM Specification D4318), and standard Proctor (ASTM D698) tests .
Results of the laboratory testing completed by EEC personnel are shown on the attached summary
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
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sheets and summarized in Table 1 . The material ' s remolded hydraulic conductivity was evaluated
using a falling head permeability (ASTM D 5856) test. Results of the laboratory permeability
testing and our evaluation of that material is provided in a separate report.
Table 1 . Summary of laboratory testing on bulk sample.
Liquid Limit, Plasticity Finer than No .
ID Location Description LL Index, PI 200 Sieve
(%) (%) (%)
Mix of Clayey Sand /
A B-3/B-4, 0- 15 ft 26 11 39 . 9
Sandy Clay
Other Considerations
Positive drainage should be developed away from the structures and pavement areas with a
minimum slope of 1 inch per foot for the first 10 feet away from the improvements . Care should be
taken in planning of landscaping adjacent to the buildings to avoid features which would pond water
adjacent to the foundations or stemwalls . Placement of plants which require irrigation systems or
could result in fluctuations of the moisture content of the subgrade material should be avoided
adjacent to site improvements . Irrigation systems should not be placed within 5 feet of the perimeter
of the buildings . Spray heads should be designed not to spray water on or immediately adjacent to
the structures . Roof drains should be designed to discharge at least 5 feet away from the structures .
The individual contractor(s) should be made responsible for designing and constructing stable,
temporary excavations as required to maintain stability of both the excavation sides and bottom . All
excavations should be sloped or shored in the interest of safety following local and federal
regulations, including current OSHA excavation and trench safety standards .
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.
Earth Engineering Consultants, LLC
EEC Project No. 1202091
January 6, 2021
Page 9
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
engineer be retained for testing and observations during earthwork phases to help determine that the
design requirements are fulfilled .
This report has been prepared for the exclusive use of THEngineering, LLC 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.
NG AN FXP _ ,OR ' i ON
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
• t
50-80 Very Dense . f . _
80 + Extremely Dense E
Es
Earth Engineering Consultants, LLC
UNTIE S / __ _L C_ ASS LF CA' EON SYS' LHH;
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 G'H
Fines classify as ML or MH GM Silty gravel
more than 12%
fines Fines Classify as CL or CH GC Clayey Gravel F'G'H
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'H'I
more than 12%
fines Fines classify as CL or CH SC Clayey sand G'H'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'I'M
organic Liquid Limit - oven dried Organic clay K,L,M,N
<0.75 OL
Liquid Limit - not dried Organic silt K'L'M'0
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'I'M
organic Liquid Limit - oven dried Organic clay K,L,M,P
<0.75 OH
Liquid Limit - not dried Organic silt K'L'M'0
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) ECU—D D Cc= (D30) K. soil contains 15 to 29% plus No. 200, add "with sand"
60� 10
sieve D10 x D60 or "with gravel", whichever is predominant.
Blf field sample contained cobbles or boulders, or LIf soil contains ≥ 30% plus No. 200 predominantly sand,
both, add "with cobbles or boulders, or both" to add "sandy" to group name.
group name. FIf soil contains ≥15% sand, add "with sand" to M soil contains ≥30% plus No. 200 predominantly gravel,
cGravels 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 . NPI≥4 and plots on or above "A" line.
GW-GC well-graded gravel with clay " If fines are organic, add "with organic fines" to °PI≤4 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 RPI 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 day 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. ,
e
Equation of "A"-line ,.J , ' ,. ,��
a- 40 - Horizontal at P1=4 to LL=25.5 , -
x then PI-0.73 (LL-20) �, ' (i
z Equation of "U "-line , '
} 30 - Vertical at LL=16 to PI-7, /
D then P1=0.9 (LL-8)
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M"'i, 0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
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Legend ----
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-�b- ` ___
Locations
d Site Photos
(Photos taken in approximate `` 'D
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2'` `
location, in direction of arrow)
Boring Location Diagram
DeHaan Calf Facility
Weld County, Colorado
North EEC Project #: 1202091 Date: December 2020
Not to Scale
EARTH ENGINEERING CONSULTANTS, LLC
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DEHAAN CALF FACILITY
WELD COUNTY, COLORADO
EEC PROJECT NO . 1202091 `.i �'� l
DECEMBER 2020 mit ,
DEHAAN CALF FACILITY
WELD COUNTY, COLORADO
PROJECT NO: 1202091 LOG OF BORING B-1 DATE : DECEMBER 2020
RIG TYPE : CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN : DG START DATE 12/16/2020 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 12/16/2020
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A
SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (`)/0) (PCF) LL PI (%) PRESSURE % @ 500 PSF
VEGETATION AND TOPSOIL
1
SANDY LEAN CLAY (CL)
brown 2
very stiff _ _ % @150 PSF
CS 3 38 8500 4.8 108.0 30 16 57.2 600 PSF 2.7%
4
with trace gravel
SS 5 36 4.5
6
SANDSTONE/SILTSTONE
E/SI LTSTON E 7
tan/brown/rust
poorly cemented 8
with intermittent cemented zones
9
CS 10 50/6" 9000+ 4.8 104.0 26 11 70.3 <500 PSF None
11
12
13
14
SS 15 50/11 " 2000 11 .3
16
17
18
19
CS 20 50/4" 5000 10.0 105.3
21
22
23
24
SS 25 50/5" 1500 12.7
BOTTOM OF BORING DEPTH 25.5'
Earth Engineering Consultants, LLC
DEHAAN CALF FACILITY
WELD COUNTY, COLORADO
PROJECT NO: 1202091 LOG OF BORING B-2 (PIEZOMETER) DATE : DECEMBER 2020
RIG TYPE : CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN : DG START DATE 12/16/2020 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 12/16/2020 12/17/2020 None
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 12/29/2020 None
SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (`)/0) (PCF) LL PI (%) PRESSURE % @ 500 PSF
VEGETATION AND TOPSOIL
1
SANDY LEAN CLAY (CL)
brown 2
very stiff
3
4
zone with increased sand
CS 5 21 7000 4.8 110.8 25 12 41 .0 <500 PSF None
6
SANDSTONE/SILTSTONE E/SI LTSTON E 7
tan/brown/rust
poorly cemented 8
with intermittent cemented lenses
9
SS 10 50/8" 1500 7.3
11
12
13
14
CS 15 50/4" 1500 6.7 113.6 26 5 63.1 <500 PSF None
16
17
18
19
SS 20 50/4" 2000 10.2
21
22
23
24
CS 25 50/4" 2500 12.5 97.5
BOTTOM OF BORING DEPTH 25'
Earth Engineering Consultants, LLC
DEHAAN CALF FACILITY
WELD COUNTY, COLORADO
PROJECT NO: 1202091 LOG OF BORING B-3 (PIEZOMETER) DATE : DECEMBER 2020
RIG TYPE : CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN : DG START DATE 12/16/2020 WHILE DRILLING 19'
AUGER TYPE: 4" CFA FINISH DATE 12/16/2020 12/17/2020 20'
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 12/29/2020 20.4'
SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (`)/0) (PCF) LL PI (%) PRESSURE % @ 500 PSF
VEGETATION AND TOPSOIL
1
SANDY LEAN CLAY (CL)
brown to light brown 2
very stiff
with trace calcareous deposits 3
4
CS 5 26 9000+ 5.2 120.7 29 13 52.1
6
/
8
clayey sand zone 9
SS 10 10 6500 8.7 24 9 45.5
11
12
13
14
with trace gravel
CS 15 11 5000 10.3 116.9
16
17
CLAYEY SAND (SC) 18
brown
loose 19
SS 20 6 24.0
21
22
23
24
SILTSTONE/SANDSTONE
brown/gray/rust. poorly cemented CS 25 39 9000+ 20.5 107.0
BOTTOM OF BORING DEPTH 25'
Earth Engineering Consultants, LLC
DEHAAN CALF FACILITY
WELD COUNTY, COLORADO
PROJECT NO: 1202091 LOG OF BORING B-4 (PIEZOMETER) DATE : DECEMBER 2020
RIG TYPE : CME55 SHEET 1 OF 1 WATER DEPTH
FOREMAN : DG START DATE 12/16/2020 WHILE DRILLING 16'
AUGER TYPE: 4" CFA FINISH DATE 12/16/2020 12/17/2020 14.5'
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 12/29/2020 14.7'
SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSF) (`)/0) (PCF) LL PI (%) PRESSURE % @ 500 PSF
VEGETATION AND TOPSOIL
1
SANDY LEAN CLAY (CL) 2
brown
stiff to very stiff CS 3 22 4000 7.4 102.2 31 15 65.5
with calcareous deposits
4
SS 5 9 5500 11 .1 31 15 68.8
6
7
8
9
CS 10 12 8500 19.9 107.1
11
12
13
with trace gravel 14
SS 15 35 1500 21 .0
SANDSTONE/SILTSTONE
brown/rust 16
poorly cemented
17
18
19
SS 20 50/8" 2000 29.2
BOTTOM OF BORING DEPTH 20.5' 21
22
23
24
25
Earth Engineering Consultants, LLC
SWELL / CONSOLIDATION TEST RESULTS
Material Description : Brown Sandy Clay
Sample Location : Boring 1 , Sample 1 , Depth 2'
Liquid Limit: 30 Plasticity Index: 16 % Passing #200 : 57 . 2 %
Beginning Moisture : 4 . 8 % Dry Density: 106 . 9 pcf Ending Moisture : 21 . 2%
Swell Pressure : 600 psf % Swell @ 150 : 2 . 7 %
10 . 0
8 . 0
6 . 0 -- —
0
4 . 0
2 . 0 --- — --
C
a)
E
a)
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-4 . 0 —_— __
O
c7
D
0
o -6 . 0
U
-8 . 0 -- --
- 10 . 0 _
0 . 01 0 . 1 1 10
Load (TS F)
Project: DeHaan Calf Facility
Location : Weld County, ColoradoE Ec
Project #: 1202091
Date : December 2020
SWELL / CONSOLIDATION TEST RESULTS
Material Description : Brown/Rust Sandstone/Siltstone
Sample Location : Boring 1 , Sample 3 , Depth 9'
Liquid Limit: 26 Plasticity Index: 11 % Passing #200 : 70 . 3 %
Beginning Moisture : 4 . 8 % Dry Density: 104 pcf Ending Moisture : 22 . 8 %
Swell Pressure : < 500 psf % Swell @ 500 : None
10 . 0
8 . 0
6 . 0 —
0
4 . 0 —
2 . 0 — — --
4
a)
asaa
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a)
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-4 . 0 —_-
0
c7
D
0
o -6 . 0
U
-8 . 0 -- --
- 10 . 0
0 . 01 0 . 1 1 10
Load (TSF)
Project: DeHaan Calf Facility
Location : Weld County, ColoradoE Ec
Project #: 1202091
Date : December 2020
SWELL / CONSOLIDATION TEST RESULTS
Material Description : Clayey Sand / Sandy Clay
Sample Location : Boring 2 , Sample 1 , Depth 4'
Liquid Limit: 25 Plasticity Index: 12 % Passing #200 : 41 . 0 %
Beginning Moisture : 4 . 8 % Dry Density: 112 . 5 pcf Ending Moisture : 18 . 4 %
Swell Pressure : < 500 psf % Swell @ 500 : None
10 . 0
8 . 0
6 . 0 —
0
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2 . 0 -- — --
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a�
L
Water Added
-2 . 0
-4 . 0 ----- - -- --
O
c7
D
0
o -6 . 0
U
-8 . 0 -- - -- --
- 10 . 0 I _7
0 . 01 0 . 1 1 10
Load (TS F)
Project: DeHaan Calf Facility
Location : Weld County, ColoradoE Ec
Project #: 1202091
Date : December 2020
SWELL / CONSOLIDATION TEST RESULTS
Material Description : Brown/Rust Sandstone/Siltstone
Sample Location : Boring 2 , Sample 3 , Depth 14'
Liquid Limit: 26 Plasticity Index: 5 % Passing #200 : 63 . 1 %
Beginning Moisture : 6 . 7 % Dry Density: 110 . 5 pcf Ending Moisture : 19 . 6 %
Swell Pressure : < 500 psf % Swell @ 500 : None
10 . 0
8 . 0
6 . 0 — —
0
4 . 0
2 . 0 -- — --
C
a)
E
a)
2 0 . 0 _
a)
Water Added
-2 . 0
-4 . 0 ---- ---
0
c7
D
0
o -6 . 0
U
-8 . 0 -- — -- --
- 10 . 0 _
0 . 01 0 . 1 1 10
Load (TS F)
Project: DeHaan Calf Facility
Location : Weld County, Colorado Ec
Project #: 1202091
Date : December 2020
EARTH ENGINEERING CONSULTANTS, LLC
SUMMARY OF LABORATORY CLASSIFICATION/MOISTURE-DENSITY
RELATIONSHIP
145 Material Designation : A
Sample Location : B-3/B-4, 0-15 ft
Description : Brown Mix of Clayey Sand/Sandy Clay
140 • - \\\
Atterberg Limits (ASTM D-4318)
Liquid Limit: 26
Plastic Limit: is
135 Plasticity Index : 11
Passing No . 200 Sieve (AASHTO T 11 /ASTM C 117): 39. 9%
130 -F ., Standard Proctor (ASTM D-698'
Maximum Dry
o Optimum MoistureDensity:Content:116.0 13. 0%pcf
u_ 125 ,
U
la
= I o
U Curves for 100% Saturation
a) 120 For Specific Gravity Equal to:
a
0
c 2.80
115 - �- - - , /
2. 70
a / // 2.60
c I�
0 110
L ,
D
i
105 .
100
95 .
90 II
0 5 10 15 20 25 30 35
Percent Moisture
Project: DeHaan Calf Facility =`.
Weld County, Colorado
Project No: 1202091 ( EEC
Date December 2020
EARTH ENGINEERING CONSULTANTS , LLC
SUMMARY OF LABORATORY CLASSIFICATION / MOISTURE -DENSITY RELATIONSHIP
100% -
90% --
80% --- --
70% -------
.47)
60%
a)
c 50% —
U-
C
a)
2 40% •
a)
0
30%
20%
10% -
0%
100 10 1 0. 1 0. 01 0.001
Grain Size in Millimeters
Sieve Size Percent Passing
No . 4 100%
No . 10 98%
No . 40 91 %
No . 200 39.9%
Material Designation : A
Sample Location : B-3/B-4, 0-15 ft
Material Description : Brown Mix of Clayey Sand/Sandy Clay
Project: DeHaan Calf Facility
4
Weld County, Colorado •�
Project No: 1202091 f �'
Date December 2020
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