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WELD COUNTY ROAD 57
< m u o L X X
DEPARTMENT OF PLANNING SERVICES
Compliance OFFICE
n
NORTH OFFICE
WIlD
1555 NORTH 17TH AVENUE
GREELEY, CO 80631
O Website: GREEL WWW.CO.WELD.CO.US
E-mail Address: bsalzman(a�co.weld.co.us
PHONE: (970) 353-6100, Ext. 3555
COLORADO FAX: (970) 304-6498
April 28,2010
JULIE COZAD
TETRA TECH, INC
1900 S SUNSET STREET, SUITE 1-F
LONGMONT,CO 80501
Subject: USR-1602
Legal Description: Lot A of RE-178 also known as part of Section I I,T6N,R64W of the 6th P.M.,Weld
County,Colorado
Dear Ms. Cozad:
Upon review of department files and our computer database,at this time no active zoning or building violations were
noted for the property currently permitted through USR-1602. Please note this referral does not reflect potential
violations and/or complaints that may be pending through any other departments and/or agencies, including, but not
limited to the Weld County Department of Public Health& Environment.
Furthermore,an on-site inspection was not conducted to validate compliance with the existing Development Standards
permitted through USR-1602.
Sincerely,
litherk°1:PDIetn
Bethany Salzman
Zoning Compliance Officer H
File: USR1602
Ec: tparko@co.weld.co.us
tjiricek ggco.weld.co.us
tswain@co.weld.co.us
j ulie.cozad@tetratech.com
_c071/3SERVICE,TEAMWORK,INTEGRITY,QUALITY
OcrYtivaLmJoan
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E EC`
EARTH ENGINEERING
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I SUBSURFACE EXPLORATION REPORT
CBS DAIRY PARLOR
' WELD COUNTY, COLORADO
EEC PROJECT NO. 3054056
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1 EECDecember 5, 2005
' EARTH ENGINEERING
CONSULTANTS, INC.
Design Builders
1117 East Burlington Avenue
tFort Morgan, Colorado 80701
Attn: Mr. Zane Schmeeckle
' Re: Subsurface Exploration Report
CBS Dairy Parlor
Weld County, Colorado
EEC Project No. 3054056
' Mr. Schmeeckle:
Earth Engineering Consultants, Inc. (EEC) personnel have completed the geotechnical
subsurface exploration for the parlor under construction at the CBS Dairy in Weld
' County, Colorado. A geotechnical subsurface exploration was previously completed by
High Plains Engineering, project number 05-4691 and dated November 21, 2005;
' however, substantial amounts of overexcavation and fill were completed subsequent to
the referenced geotechnical exploration. Our geotechnical subsurface exploration was
completed to provide geotechnical recommendations for the referenced project
' subsequent to the completed earthwork activities.
In summary, the subsurface materials encountered in the test borings completed at the site
consisted of brown clayey sand fill extending to depths ranging from approximately 9
t feet to 11 feet below ground surface near the southern side of the building site and
approximately 3 feet to 4'/z feet below ground surface near the northern side of the
' building site. The clayey sand fill soils encountered exhibited low potential for volume
change at in-situ moisture and density conditions and were typically medium dense. The
clayey sand fill material was underlain by light brown, medium dense to dense silty sand.
In test borings B-3 and B-4, moderately hard claystone bedrock was encountered beneath
the silty sand stratum. Groundwater was not encountered in the completed borings at the
' time of drilling.
' 2400 EAST BIJOU AVENUE, SUITE B
FORT MORGAN, COLORADO 80701
(970) 867-1224 (FAX) 867-1225
1
Earth Engineering Consultants,Inc.
EEC Project No.3054056
December 5,2005
Page 2
Based on the results of the field and laboratory testing, it is our opinion the proposed
parlor could be supported on conventional footing foundations bearing in the near surface
' clayey sand fill soils. The near surface soils also appear suitable for direct support of
floor slabs and exterior flatwork. Geotechnical recommendations concerning design and
' construction of foundations and support of floor slabs 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,Inc.
Reviewed by:
Ethan Wiechert, E.I.T. Lester L. Litton, P.E.
Project Engineer Principal Engineer
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SUBSURFACE EXPLORATION REPORT
CBS DAIRY PARLOR
' WELD COUNTY, COLORADO
EEC PROJECT NO. 3054056
December 5, 2005
INTRODUCTION
The subsurface exploration for the proposed parlor at the CBS Dairy in Weld County,
Colorado has been completed. Five (5) soil borings were advanced to depths of
approximately 15 feet to 25 feet below present site grades to obtain information on existing
subsurface conditions. Those borings were advanced within the building area with exception
of one(1)boring advanced beyond the southeast building perimeter. Individual boring logs
and a diagram indicating the approximate boring locations are included with this report. A
site photo is also included with this report.
' We understand the proposed parlor will be a single—story,steel frame structure with insulated
concrete formed (ICF) walls, constructed as slab-on-grade. The building area will be
' approximately 26,000 square feet. Foundation loads for the structure are expected to be light
to moderate with continuous wall loads less than 3 kips per lineal foot and individual column
loads less than 50 kips. Floor loads are expected to be light. Small grade changes are
' anticipated to develop finish 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 geotechnical recommendations concerning
design and construction of foundations and support of floor slabs.
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Earth Engineering Consultants,Inc.
EEC Project No.3054056
December 5,2005
Page 2
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and established in the field by Earth Engineering
Consultants, Inc. (EEC) personnel by pacing and estimating angles from identifiable site
references. The approximate boring locations are shown on the attached boring location
diagram. The locations of the borings should be considered accurate only to the degree
implied by the methods used to make the field measurements.
An EEC field engineer was on site during drilling to evaluate the subsurface conditions
encountered and direct the drilling activities. Boring 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 the results of laboratory testing and evaluation.
The site borings were performed using a truck-mounted, CME-45 drill rig equipped with a
hydraulic head employed in drilling and sampling operations. The boreholes were advanced
using 4-inch nominal diameter continuous flight augers. Samples of the subsurface materials
encountered were obtained using split-barrel barrel sampling techniques in general
accordance with ASTM Specification D-1586. In the split-barrel barrel sampling procedure,
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 sampler is
recorded and is used to estimate the in-situ relative density ofcohesionless materials and,to a
lesser degree of accuracy,the consistency of cohesive soils. All samples obtained in the field
were sealed and returned to the laboratory for further examination,classification and testing.
Moisture content tests were completed on each of the recovered samples. Washed sieve
analysis and Atterberg limits tests were completed on selected samples to establish the
percent and plasticity of the fines in the subgrade materials. Swell/consolidation tests were
completed on selected samples to determine the soil's tendency to change volume with
variation in moisture content. Results of the outlined tests are shown on the attached boring
logs and summary sheets.
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Earth Engineering Consultants,Inc.
EEC Project No. 3054056
December 5,2005
Page 3
' 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 texture and plasticity of the soil. The estimated group
symbol for the Unified Soil Classification System is shown on the boring logs. A brief
description of the Unified Soil Classification System is included with this report.
SITE AND SUBSURFACE CONDITIONS
The proposed parlor will be located at the CBS Dairy, southeast of the intersection of Weld
' County Road 72 and Weld County Road 57 in Weld County,Colorado. The building site is
relatively flat with evidence of site grading and areas of placed fill to establish present site
' grades.
' Based on results of the field borings and laboratory testing, subsurface conditions can be
generalized as follows. Brown clayey sand fill material was encountered at the surface of the
' completed boring locations. The clayey sand fill material extended to depths of
approximately 9 feet to 11 feet below ground surface in test boring B-1,B-2 and B-5 and to
depths of approximately 3 feet to 4'1 feet below ground surface in test borings B-3 and B-4.
The fill soils were medium dense, slightly to non plastic and exhibited low potential for
volume change with variation in moisture content at current moisture/density conditions.
' The brown clayey sand fill soils were underlain by light brown silty sand which extended to
the bottom of the completed test borings B-1, B-2 and B-5 and to a depth of approximately
13 feet to 15 feet below ground surface in test borings B-3 and B-4. The silty sand soils were
medium dense to dense in consistency. Moderately hard claystone was encountered beneath
' the silty sand stratum in test borings B-3 and B-4 and extend to the bottom of the completed
test borings at a depth of approximately 15'1 feet.
' The stratification boundaries shown on the boring logs represent the approximate location of
changes in soil types. In-situ,the transition of materials may be gradual and indistinct.
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Earth Engineering Consultants,Inc.
EEC Project No. 3054056
December 5,2005
Page 4
' WATER LEVEL OBSERVATIONS
' Observations were made while drilling and after completion of the borings to detect the
presence and depth to hydrostatic groundwater.No free water was observed in the completed
test borings at the time of our exploration.
' 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. Perched groundwater
may also be encountered in more permeable zones in the subgrade soils at times throughout
' the year.
' ANALYSIS AND RECOMMENDATIONS
tFoundations
' Based on the materials observed in the test borings, it is our opinion the proposed structure
could be supported on conventional footing foundations bearing in near surface medium
dense clayey sand placed fill material. For design of footing foundations bearing in the
placed clayey sand fill material,we recommend using a net allowable total load soil bearing
pressure not to exceed 2,500 pounds per square foot. The net bearing pressure refers to the
pressure at foundation bearing level in excess of the minimum surrounding overburden
pressure. Total load should include full dead and live loads.
Exterior foundations and foundations in unheated areas should be located at least 30 inches
' below adjacent exterior grades 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 foundations or grade beam foundations
should not be used in the near surface essentially granular soils.
Care should be taken during construction to avoid disturbing the bearing materials.Materials
which are loosened or disturbed by the construction activities or materials which become wet
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Earth Engineering Consultants,Inc.
EEC Project No.3054056
' December 5,2005
Page 5
and softened or dry and desiccated should be removed from the foundation excavations prior
to placement of reinforcing steel and foundation concrete.
We estimate the long-term settlement of footing foundations designed and constructed as
outlined above would be less than 1 inch.
Floor Slab and Exterior Flatwork Subgrades
Based on the results of our field and laboratory testing, it is our opinion the near surface
clayey sand fill material could be used for direct support of floor slabs and flatwork.
Any existing vegetation at the time construction should be removed from beneath the floor
slabs and flatwork. After removing any vegetation and completing all cuts as necessary and
prior to placement of any additional fill as required, we recommend the in-place soils be
scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at
' least 95% of standard Proctor maximum dry density. The moisture content of the scarified
soils should be adjusted to within±2%of the material's standard Proctor optimum moisture
content.
Additional fill soils required to develop floor slab and/or flatwork subgrades should consist
' of approved,low-volume change materials which are free from organic matter and debris. It
is our opinion materials similar to the previously placed fill materials could be used as fill in
these areas. Fill soils should be placed in loose lifts with a maximum thickness of 9 inches,
adjusted in moisture content and compacted to at least 95%of the material's standard Proctor
' maximum dry density. The moisture content of the fill soils should be adjusted to be within
±2% of the material's standard Proctor optimum moisture content.
' Care should be taken to avoid disturbing the bearing soils and to avoid wetting or drying of
those materials. Soils which are disturbed by the construction activities or materials which
become dry and desiccated or wet and softened should be reworked in-place or removed and
replaced prior to construction of the overlying improvements.
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Earth Engineering Consultants,Inc.
EEC Project No.3054056
December 5,2005
Page 6
Soil Parameters
Concerning resistance to uplift and sliding forces developed on the structure,it is our opinion
an in-situ soil unit weight of 125 pcf could be used for uplift resistance. Typically, a soil
' prism geometry of 1 horizontal to 2 vertical from the top of the footings could be assumed
when calculating uplift resistance. A coefficient of friction of 0.5 could be used to resist
' sliding between the foundation concrete and soil interface. An equivalent fluid pressure of
300 pcf could be used for passive soil resistance and 35 pcf for active soil pressure. The
recommended soil parameters outlined above do not include a factor of safety or an
allowance for surcharge loads or saturated/buoyant soil conditions.
' Other Considerations
' Positive drainage should be developed away from the new structure. Water allowed to pond
near or adjacent to the structure can result in unsatisfactory performance over time.
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 further exploration or construction. If variations appear evident,it will be necessary to
re-evaluate the recommendations of this report.
It is recommended that the geotechnical engineer be retained to review the plans and
' specifications so comments can be made regarding the interpretation and implementation of
our geotechnical recommendations in the design and specifications. It is further
recommended that the geotechnical engineer be retained for testing and observations during
earthwork and foundation construction phases to help determine that the design requirements
are fulfilled.
Earth Engineering Consultants,Inc.
EEC Project No. 3054056
' December 5,2005
Page 7
' This report has been prepared for the exclusive use of Design Builders 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.
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IDRILLING AND EXPLORATION
I 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
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PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit=4",N, B BS: Bulk Sample
I AS: Auger Sample PM: Pressure Meter
EIS: Hollow Stem Auger WB: Wash Bore
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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
I WCI: Wet Cave in WD: While Drilling
DCI: Dry Cave n BCR: Before Casing Removal
AB : After Boring ACR: After Casting Removal
IWater 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.
IDESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK
I Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING:
system and the ASTM Designations D-2488. Coarse Grained Slight Slight decomposition of parent material on
Soils have move than 50%of their dry weight retained on a#200 joints. May be color change.
sieve;they are described as: boulders,cobbles,gravel or sand. Moderate Some decomposition and color change
I Fine Grained Soils have less than 50% of their dry weight throughout.
retained on a#200 sieve; they are described as : clays, if they High Rock highly decomposed, may be extremely
are plastic, and silts if they are slightly plastic or non-plastic. broken.
I Major constituents may be added as modifiers and minor HARDNESS AND DEGREE OF CEMENTATION:
constituents may be added according to the relative proportions Limestone and Dolomite:
based on grain size. In addition to gradation, coarse grained Hard Difficult to scratch with knife.
soils are defined on the basis of their relative in-place density
I Moderately Can be scratched easily with knife.
and fine gained soils on the basis of their consistency.
Example: Lean clay with sand, trace gavel, stiff(CL); silty Hard Cannot be scratched with fingernail.
sand,trace gravel,medium dense(SM). Soft Can be scratched with fmgemail.
I CONSISTENCY OF FINE-GRAINED SOILS Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife,cannot be
scratched with fingernail.
Unconfined Compressive
I Strength,Qu,psf Consistency Moderately Can be scratched with fingernail.
Hard
< 500 Very Soft Soft Can be easily dented but not molded with
I 500- 1,000 Soft fingers.
1,001 - 2,000 Medium Sandstone and Conglomerate:
2,001 - 4,000 Stiff Well Capable of scratching a knife blade.
4,001 - 8,000 Very Stiff Cemented
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8,001 - 16,000 Very Hard
Cemented Can be scratched with knife.
RELATIVE DENSITY OF COARSE-GRAINED SOILS: Poorly Can be broken apart easily with fingers.
' N-Blows/ft Relative Density Cemented
0-3 Very Loose
4-9 Loose
I 10-29 Medium Dense
30-49 Dense CEEC
50-80 Very Dense
80+ Extremely Dense \
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UNIFIED SOIL CLASSIFICATION F'ICATION SYSTEM I
Soil Classification
Group Group Name
Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Symbol
Coarse—Grained Grovels more than Clean Grovels Less
Soils more than 50% of coarse than 5% fines Cu>4 and <Ccc≤3a GW Weli—groded gravel'
50% retained on fraction retained
No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3E GP Poorly—graded gravel'
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Gravels with Fines Fines classify as ML or MN GM Silty gravel, G,H
more than 12%
fines Fines classify as CL or CH GC Clayey Gravel'•A"
Sands 50% or Clean Sands Less Cu>� and 1<c<3' sw Well—graded sand'
more coarse than 5% fines
fraction passes Cu<6 and/or 1>Cc>3i SP Poorly—graded sand'
No. 4 sieve
Sands with Fines Fines classify MH
as ML or SM Silty sand""
more than 12%
fines Fines classify os CL or CH SC Clayey sand
Fine—Grained Silts and Clays inorganic Pi>7 and plots on or above °A"Line+ CL Lean clay'" .
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Soils 50% or Liquid Limit less —
'"
more passes the thou 50 P1<4 or plots below "A-Line+ ML Silt' '
No. 200 sieve
organic Liquid Limit — oven dried Organic ciayR+-
<0.75 OL --
' Liquid Limit — not dried Organic sift'-11p
Sits and Clays inorganic Pt plots on or above 'A"Line CH Fat cloy c1"
Liquid Limit 50 ar
more PI plots below "Aline MH Elastic sat`j'+
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organic Liquid Limit - oven dried Organic clay'
<0.75 OH
Liquid Limit - not dried Organic silt""''
Highly organic soils Primonly organic matter, dui( in color, and organic odor PT Peat
A13osed on the materiel passing the 1-in. (75- r (0 'if sot contains 15 to 29 tus No. 200, odd
mm) shoe
CU=O�Q1 Ce= )S 'with sand- or with grave!-, whichever is
'If Said sample contained cobbles or boulders, predominant.
II
or both. add -with cobbles or boulders, or bath' LII sal contains Y 30" plus Na. 200
to group name_ 4f sal contains 215X surd, ndd'rith•son drto9roup name.
predominantly sand. odd sandy la group
cGravele with 5 to 12S fines re ired dual horns
symbol. of(fines ctaiait os GL-IA f."54] dual s bol "It sal contains 2 MX plus No. 200
GW-Gll well graded grovel with silt GC-GM, or SC SI.L ` predominantly grovel, odd gravery to group
GW-GC well-graded grovel with day Mf fins twe organic, add-with or anic fines-to none.
I GP-GM poorly-graded grwd with sit group name a+4 g "a Pl 4 and plots on or above 'A� line.
GP-GC poorly-graded grovel with day I(sot contains >t,5Sgr Duel, odd'with grovel' .PI
Pr plots below �A� One.
°Sands with S to 12X fines require dual to groupname. PI plots an or above A' line-
s1rn0o1s If Atterberg limits plots shaded Oren, end is a oPi plots below A- line.
SW-S,1 well-groded sand with sit CL-ill- city cloy.
5w-SC well-graded sand with clay
5P-5M poorly groded sand with alit
SP-SC poorly graded Bond with cloy
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PHOTO # 1
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ICBS DAIRY
WELD COUNTY, COLORADO
EEC PROJECT No. 3054056 E E
DECEMBER 2005 /
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CBS DAIRY
WELD COUNTY,COLORADO
PROJECT NO: 3054058 DATE: DECEMBER 2006
LOG OF BORING B-1
I RIG TYPE: CME4S SHEETI OFI WATER DEPTH
FOREMAN: BS START DATE 11/15/2006 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 11/182006 AFTER DRILLING N/A
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 N 0U MC 00 A-OMITS -200 SWELL
I
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %6S 600 PSF
CLAYEY SAND(SC)-FILL SS -1 17 2500 10.5
I brown
medium dense 2
SS _ _ 15 3000 8.1
3
SS 4 21 2000 7.8
6
I
CS _ _ 20 2000 7.0
6
I -7
-B
I -9- .
CS 10 21 8000 10.9 117.5
11
SILTY SAND(SM) 1-2
I light brown _ _
dense 13
I —1-4
SS 15 50/9 4.7
I 1-6
17
18
19
I
SS 20 50 -- 7.2
BOTTOM OF BORING AT 20 5' 2-1
I 22
' 2-3
2-4
I 2-5
2-6
Earth Engineering Consultants
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CBS DAIRY
WELD COUNTY,COLORADO
PROJECT NO: 3064068 DATE: DECEMBER 2005
LOG OF BORING B.2
I RIG TYPE: CME46 SHEET 1 OF 1 WATER DEPTH
FOREMAN: BS START DATE 11/18/2005 WHILE DRILLING None
AUGER TYPE: d"CFA FINISH DATE 11/18/2005 AFTER DRILLING N/A
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION o N QU MC DD A-LIMNS .200 SWELL
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_ TYPE (FEET) (BLOWS/FW OW) (%I IPCFI LL PI (41 PRESSURE 40 500 PSF
CLAYEY SAND(SC)-FILL SS -1 14 -- 8.3
I brown
medium dense 2
with zones of silty sand SS _ _ 23 1000 6.6
3
I
SS 4 25 -- 8.2 NL NP 28.2 <500 pet None
5
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55 _ _ 28 4600 7.6
6
I
SS -7_
20 1500 8.1
8
SS _ _ 31 1500 10.1
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SS 1-0 38 -- BA
I SILTY SAND(SM) _ _
light brown 11
dense _ _
12
I 1-3
I _1-4
16
zones of clay CS _ _ 31 9000+ 12.8 112.4 29 16 48.1 1000 pet 0.4%
I 16
1-7
18
1-9
SS 20 50/10 -- 7.5
2-1
22
I 2-3
2-4
I
SS 2-5 50/8 -- 20.6
BOTTOM OF BORING AT 25.5 2-6
Earth Engineering Consultants
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CBS DAIRY
WELD COUNTY,COLORADO
PROJECT NO: 3051056 DATE: DECEMBER2005
LOG OF BORING B.3
' RIG TYPE: CME46 SHEET 1 OF 1 WATER DEPTH
FOREMAN: BS START DATE 11/18/2005 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 11/18/2005 AFTER DRILLING N/A
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 N ou MC DO A4IMRS .200 SWELL
TYPE (FEE1) (BLOWS/FR (PSFI (%) (PCF) LL H 1%) PRESSURE %g 600 PSF
CLAYEY SAND(SC)-FILL -1
' brown SS _ _ 22 6000 9.2
medium dense 2
SS -3 17 2500 8.0
' 4
SS _ _ 14 -- 3.4
6
I SILTY SAND(SM) — —
light brown 6
medium dense to dense _ _
I 7
8
I
CS 1-0 34 9000+ 4.3 103.0 23 2 25.2 X500 psi None
11
1-2
I 13
I -1-4
SS 15 34 9000+ 22.2
CLAYSTONE,brown/grey,weathered - -
BOTTOM OF BORING DEPTH 15.5' 16
17
16
1-9
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20
2-1
I 22
I 2-3
2-4
I 2-5
2-6
Earth Engineering Consultants
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CBS DAIRY
WELD COUNTY,COLORADO
PROJECT NO: 3054056 DATE: DECEMBER 2005
LOG OF BORING 8-4
I RIG TYPE: CME46 SHEET 1 OF 1 WATER DEPTH
FOREMAN: BB START DATE 11/18/2005 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 11/18/2005 AFTER DRILLING N/A
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 11 OU MC DO A-UMrte .200 SWELL
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I TTE (FEET) IELCW81FTl (PBF) 1%) (PCF) LL PI (4) PRESSURE %®500 PBF
CLAYEY SAND(SC)-FILL -1
I
brown 55 _ _ 21 _ 2.9
medium dense 2
SS 3 22 -- 3.9
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SILTY SAND(SM) 4
light brown _ _
medium dense to dense CS 5 24 — 3.8 NI. NP 18.9
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6
I -7
-8
I -9
SS 1-0 3418 — 7.3
I 1-1
1-2
I 13
I CLAYSTONE —1-4
grey/brown/rust
moderately hard SS 15 31 9000+ 23.3 ,
weathered _ _
I BOTTOM OF BORING DEPTH 15.5' 16
—
17
I
18
1-9
20
2-1
I 22
I 2-3
2-4
I 2-5
BOTTOM OF BORING DEPTH 25.5' 2-6
Earth Engineering Consultants
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CBS DAIRY
WELD COUNTY,COLORADO
PROJECT NO: 3064068 DATE: DECEMBER 2005
LOG OF BORING B-6
' RIG TYPE: CME46 SHEETI OFI WATER DEPTH
FOREMAN: BS START DATE 11/18/2006 WHILE DRILLING Nona
AUGER TYPE: 4"CFA FINISH DATE 11/18/2005 AFTER DRILLING N/A
SPT HAMMER: MANUAL SURFACE ELEV WA 24 HOUR N/A
SOIL DESCRIPTION 0 N OU MC DO A-LIMITS .200 SWELL
tI TYPE,_(FEET) 16LOWelFp IPBFI (XI IPCFI LL PI (R) PRESSURE X@ 500 PSF
-1
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CLAYEY SAND(SC)-FILL SS _ _ 20 9000+ 11.2
brown 2
medium dense _ _
SS 3 23 -- 8.7
' -4
SS _ _ 32 2500 6.7
6
1 SS -6- 26 4000 8.6
-7
SS _ _ 16 1000 8.9
B
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SS -9- : 1500
10 SS _ -- 6.8
SILTY SAND(SM) 11
light brown _ _
medium dense to dense 12
' 13
' 1-4
zones of clay CS 1-5- 28 20.5
' 1-6
1-7
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18
1-9
' SS 2-0- 40/8 -- 7.8
2-1
' 2-2
' 2-3
2-4
' SS 2-5- 60/6 9000+ 8.7
BOTTOM OF BORING DEPTH 25.5' 2-6
Earth Engineering Consultants
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ISWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Silty Sand (Fill)
I Sample Location: B-2, S-3 @ 3.0'
Liquid Limit: NL (Plasticity Index: NP I % Passing #200: 26.2
Beginning Moisture: 7.6% Dry Density: 106.3 pcf 'Ending Moisture: 16.2%
ISwell Pressure: <500 psf % Swell @ 500 psf: None
I 10 _
I 8 _ _
°'6
I 4
e1 2
E
d
C
d
Water Added
' a -2
c4 '
O
CD 1
70 I
c-6
o i
-__ -_ . I - I
-8
' -10
0.01 0.1 1 10
Load (TSF)
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I Project: CBS Dairy
Weld County, Colorado
Project#: 3054056
' Date: December 2005
EEC
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ISWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Clayey Sand
I Sample Location: B-2, S-8 @ 14.5'
Liquid Limit: 29 (Plasticity Index: 16 I % Passing #200: 48.1
Beginning Moisture: 13.2% Dry Density: 115.8 pcf 'Ending Moisture: 15.7%
ISwell Pressure: 1000 psf % Swell @ 500 psf: 0.4%
I 10
I 8
;6
co
m
' a 0
— I
c
d
Water Added
o. -2 I
0-4 ',
co
73 I
1
ch
i
o v
-8
1 1
I -10 0.01 0.1 0
Load (TSF)
I
I Project: CBS Dairy
Weld County, Colorado
Project#: 3054056
I Date: December 2005
E EC
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ISWELL / CONSOLIDATION TEST RESULTS
Material Description: Light Brown Silty Sand
I Sample Location: B-3, S-4 @ 9.0'
Liquid Limit: 23 (Plasticity Index: 2 I % Passing #200: 25.2
Beginning Moisture: 4.1% Dry Density: 102.5 pcf 'Ending Moisture: 22.4%
ISwell Pressure: <500 psf % Swell @ 500 psf: None
I 10
I 8
36
u
I 4 _
y 2
E
m
c
0
m
Water Added
` 4
0
CD i
15
I
0-6
0
0
I -10
0.01 0.1 1 10
Load (TSF)
I
I Project: CBS Dairy
Weld County, Colorado
Project#: 3054056
I Date: December 2005
EEC
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