HomeMy WebLinkAbout20212957.tiffSUBSURFACE EXPLORATION REPORT
BILL BARRETT FIELD OFFICE
SH 392 & CR 33
WELD COUNTY, COLORADO
EEC PROJECT NO. 1132085
Prepared for:
Lamar Construction Company
4025 Saint Cloud Drive, Suite 150
Loveland, Colorado 80538
Attn: Mr, Dan Dirksen (ddirkscn &an.4rcrpr strueti n.com)
Prepared by:
Earth Engineering Consultants, LLC
4396 Greenfield Drive
Windsor, Colorado 80550
November 12, 2013
Lamar Construction Company
4025 Saint Cloud Drive, Suite 150
Loveland, Colorado 80538
Attn: Mr. Dan Dirksen (ddirksenc lainarconstruciion.com)
Re: Subsurface Exploration Report
Bill Barrett Field Office
H392 W R 3
Weld County, Colorado
EEC Project No. 1132085
Mr, Dirksen:
EARTH ENGINEERING
CONSULTANTS, LLC
Enclosed, herewith, are results of the geotech.nical subsurface exploration completed by
Earth Engineering Consultants, LLC (EEC) personnel for the referenced project. This
project was completed in general accordance with our proposal dated October 22, 2013.
We understand this project involves the construction of an approximate 12,000 square -
foot plan area building northwest of the intersection of SEI 392 and CR 33 in Weld
County. Site pavements are expected to be constructed adjacent to the east and west
sides of the new building. A future addition of similar floor area is planned to the north
of the new facility.
To develop information on existing subsurface conditions in the area of the proposed
facility, EEC personnel advanced seven (7) soil borings. Those borings were advanced to
depths of approximately 10 feet below present ground surface in four (4) pavement area
borings and 20 feet in three (3) building area borings. The subgrade materials observed
in the test borings generally consisted of sandy lean clay underlain at depths of 18 to 19
feet by sandstone bedrock. The near surface sandy lean clay soils were generally soft to
medium stiff while the underlying bedrock was moderately hard. Groundwater was
observed at approximately 10 feet below ground surface at the time of drilling.
4396 GREENFIELD DRIVE
/�
WINDSOR, COLORADO 80550
(970) 5454908 FAX (9} 0) 663-0282/y!
Earth Engineering Consultants, LLC
EEC Project No, 1132085
November 12, 2013
Page 2
In our opinion, a portion of the soft lean clay soils immediately beneath the planned
building foundations should be over -excavated and replaced with a granular structural fill
to increase support strength and reduce the potential for large post -construction
settlement of the new building foundations. Following the overexcavation and backfill
l
procedure outlined in the attached report, in our opinion, the building could then be
supported on conventional footing foundations bearing on the placed structural fill.
Reconditioned and compacted near surface site soils appear usable (without over -
excavation) for support of the new floor slab and site pavements; although, fly ash
stabilization of the pavement subgrades should be expected with the site cohesive soil
subgrades,
Geotechnical recommendations concerning design and construction of the proposed
building and support of site pavements are included in the attached report. If you have
any questions regarding 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 En inccririg onsultants, LLC
Ethan P. Wiechert, P.E.
Senior Project Engineer
Reviewed by: Lester L. Litton, P.E.
Principal Engineer
SUBSURFACE EXPLORATION REPORT
BILL BARRETT FIELD OFFICE
SH 392 & CTS 33
WELD COUNTY, COLORADO
EEC PROJECT NO. 1132085
November 12, 2013
INTRODUCTION
The geotechnical ica l subsurface exploration requested for the proposed office/shop building and
associated site pavements to be constructed on Lot C of the recorded exemption No. 0805-
15-04 RECX 13-0066 located northwest of the intersection of SH 392 and CR 33 in Weld
County, Colorado, has been completed. As part of the exploration, seven (7) soil borings
were advanced in the improvement area to evaluate existing subsurface conditions. Three
(3) borings were advanced within proposed building areas to depths of approximately 20 feet
below ground surface and four (4) borings were advanced in pavement areas to depths of
approximately 10 feet. One (1) profile boring and six (6) shallow percolation holes were
drilled in a proposed septic leach field area. The percolation testing and septic design will be
completed by others. Individual boring logs and a diagram indicating the approximate
boring locations are included with report.
We understand the new office/shop building will be constructed at the northwest corner of
the intersection of SH 392 and CR 33 approximately 7 miles east of Windsor in Weld
County. The new building is expected to be a steel framed metal building with a slab -on -
grade floor. The plan area of the building will be approximately 12,000 square feet with
plans for a similar size future addition to the north. We expect light foundation loads with
individual column loads less than 100 kips and continuous wall loads less than 2.5 kips per
lineal foot. Floor loads are expected to be light. Cuts and/or fills on the site are expected to
be minimal. Site pavements will be constructed immediately to the east and west ofthe new
building. A diagram indicating the anticipated site layout is included with this report.
The purpose of this report is to describe the subsurface conditions encountered in the test
borings, analyze and evaluate the test data and provide geotechnical recommendations for
design and construction of the building, foundations and support of floor slabs and site
pavements.
Earth Engineering Consulthnts, ILC
EEC Project No. 1 t32085
Bill Barrett Field Office
November 12, 2013
Page 2
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and established in the field by representatives of Earth
Engineering Consultants, LL (EEC) by pacing and estimating angles from identifiable site
references. Those approximate boring locations are indicated 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.
The borings were performed using a truck -mounted, CME-55 drill rig equipped with a
hydraulic head employed in drilling and sampling operations. The boreho les were advanced
using 4 -inch nominal diameter continuous flight augers and samples of the subsurface
materials encountered in the test borings were obtained using sp l itebarrel and California
barrel sampling techniques in general accordance with ASTM pecifications D1586 and
03550, 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 and hardness of weathered
bedrock. All samples obtained in the field were sealed and returned to our laboratory for
further examination, classification, and testing.
Laboratory moisture content tests were completed on each of the recovered samples. The
unconfined strength of appropriate samples was estimated using a calibrated hand
penetrometer. Atterberg limits and washed sieve analysis tests were completed to determine
plasticity and quantity of fines in the subgrades. Swell/consolidation tests were completed
on selected samples to evaluate volume change with increased moisture content and load.
Results of the outlined tests are indicated on the attached boring logs and summary sheets.
Earth Engineering Consultants, LLC
EEC Project No, 1132085
Bill Barrett Field Office
November 12, 2013
Page 3
As part of the testing program, all samples were examined in the laboratory and classified in
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 evaluation of auger cuttings and disturbed samples.Coring and/or
petrographic analysis may reveal other rock types.
SITE AND SUBSURFACE CONDITIONS
The project site is located on an undeveloped parcel at the northwestcorner of the
intersection of SH 392 and CR 33 in Weld County. The proposed building area was
relatively flat and covered with sparse vegetation at the time ofdri l ling. Site photos taken at
the time of our drilling operations are attached with this report. Based on results of the field
borings and laboratory testing, subsurface conditions can be generalized as follows.
The surficial materials described above were generally underlain by dark brown and brown
sandy lean clay which extended to depths of approximately 18 to 19 feet below ground
surface in the building area borings (B-5, 8-6 and B-7) and to the bottom of the remaining
borings at depths of approximately 10 to 15 feet. The sandy lean clay soils were relatively
moist and generally soft to medium stiff in consistency. In laboratory swell/consolidation
testing, the sandy lean clay exhibited low swelling when inundated under a 150 psf surcharge
pressure and no swelling when inundated with water under a 500 psf surcharge pressure.
However, the sandy lean clay exhibited moderate consolidation within increases in loading.
The sandy lean clay was underlain by sandstone bedrock which extended to the bottom of
the completed test boings in the building area at depths of approximately 20 feet below
ground surface. The sandstone bedrock was generally moderately hard to hard.
The stratification boundaries indicated on the boring logs represent the approximate
locations ofchanges in soil and rock types; in -situ, the transition ofmaterials may be gradual
and indistinct.
Earth Engineering Consultants, LW
EEC Project No, 1132085
Bill Barrett Field Office
November 12, 2013
Page 4
GROUNDWATER CONDITIONS
Observations were made while drilling and after completion of the borings to detect the
presence and depth to hydrostatic groundwater. During drilling, free water was observed at
depths of approximately 10 feet in the completed test borings. The boreholes were backfilled
upon completion of drilling and, thus, further observation of groundwater levels was not
completed.
Fluctuations in groundwater levels can occur over time depending on variations in
hydrologic conditions, such as the presence and level of water in nearby reservoirs and
supply canals, and other conditions not apparent at the time of this report. Perched and/or
trapped groundwater may occur at periods throughout the year in more permeable zones
within the subgrade materials. The location and amount of perched/trapped water can also
vary over time depending on variations in hydrologic conditions and other conditions not
apparent at the time of this report.
ANALYSIS AND RECOMMENDATIONS
Site Preparation
To develop the new building and roadway areas, we recommend any existing vegetation and/or
topsoil encountered in these areas be removed. After stripping and completing all cuts and
prior to placement of any MI l and/or site improvements, we recommend the exposed subgrades
be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at
least 95% of the material's maximum dry density as determined in accordance with ATM
Specification D698, the standard Proctor procedure. The moisture content ofthe scarified soils
should be adjusted to be within the range of ±2% of standard Proctor optimum moisture
content. During preparation of the subgrades, care should be taken to identify any soft or
unstable areas, Areas showing instability should be reworked and/or removed and replaced
with suitable fill material as outlined below.
Earth Engineering Conultants, LLC
EEC Project N0. 1132085
Bill Barrett Field Office
November 12, 2013
Page 5
Fill soils necessary to develop the building and pavement subgrades should consist of
approved, low -volume -change materials, which are free from organic matter and debris. It is
our opinion the near surface lean clay soils could be used; however, those soils were very
moist at the time our drilling operations and would likely require some drying prior to use as
fill. Consideration could also be given to importing a fill material. If fill materials are
imported, we recommend fill materials consist of an essentially granular material similar to
COOT Class 5, 6 or 7 aggregate bases.
We recommend fill soils within building and pavement areas be placed in loose lifts not to
exceed 9 inches thick, adjusted in moisture content to within *2% of standard Proctor
optimum 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. If the
site sandy lean clay soils are used, care will be needed to maintain the recommended
moisture contents of the soil prior to and during construction of overlying improvements.
Foundations
At the time of our drilling operations, the sandy lean clay subgrade soils were very moist and
generally soft to medium stiff in consistency. Laboratory testing on relatively undisturbed
samples of the sandy lean clay indicted that at current moisture and density conditions, those
soils would exhibit moderate volume changes (consolidation) with increases in loading. As
such, we expect improvements supported directly on the natural lean clay soils could settle an
appreciable amount subsequent to construction. To reduce the potential for settlement and
increase the support capacity, we recommend a zone ofnatural sandy lean clay soils below the
planned foundation footings be over -excavated and replaced with a granular, low volume
change structural fill material. Recommendations for developing foundation support to reduce
the post -construction settlement of the new addition are as follows.
To reduce the potential for settlement of the new building foundations, we recommend over -
excavating a zone at least 2 feet of soil beneath the planned foundation footings and
replacing that soil with a low volume change granular structural 11 11. The over -excavation.
Earth Engineering Consultants, LLC
EEC Project No. 1132085
Bill Barrett Field Office
November 12, 2013
Page 6
should extend laterally in all directions from the footing edges at least 8 inches for every 12
inches of over -excavation depth.
Once the over -excavation is completed, we recommend an approved, low -volume change
granular material is used to redevelop bearing elevations. The granular backfill material
should be graded similar to a CDOT Class 5, 6 or 7 aggregate bases. Recycled concrete base
materials graded to Class 5 or Class 6 grain size could be used. The backfill materials
should adjusted to a workable 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.
If excessively wet/soft lean clay soils are encountered at the base of the overexcavations, we
recommend placement/compaction of a larger size crushed aggregate be considered to
develop an initial working platform for the structural fill.
Based on the site conditions and the recommendations outlined above, in our opinion the
proposed lightly loaded structure for this site could be supported on conventional footing
foundations bearing on a zone of granular structural fill. For design of footing foundations
bearing a zone of granular fill as outlined above, we recommend using a net allowable total
load soil bearing pressure not to exceed 1,500 psi 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 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.
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
Earth Engineering Consultants, LLC
EEC Project No. 1132085
Bill Barrett Field Office
November 12, 2013
Page 7
removed and replaced prior to placement of foundation concrete. We estimate the total
settlement of the new foundations may be on the order of 1 inch.
Floor Slabs
Based on the materials observed in our site exploration, in our opinion floor slab subgrades
prepared as recommended in the section titled Site Preparationcould be used to support the
floor slab (over -excavation to develop floor slab support would not be necessary). For the
subgrade prepared as outlined, we recommend the floor slab be designed using a modulus of
subgrade reaction of 75 pounds per cubic inch (poi).
Pavements
We anticipate the new pavements will be used predominantly by low volumes ofautomobile
le
and/or light truck traffic with occasional heavier trucks. Based on the expected traffic
volumes, we estimate an equivalent daily load allowance (EDLA) rating of 5. We
recommend the pavement subgrades be prepared as recommended in the section titled Site
Preparation. We estimate a subgrade support R -value of 5 for the site sandy lean clay.
Prior to placement of aggregate base, we recommend proof rolling the pavement subgrade to
identify any soft, wet and yielding areas. Yielding and/or soft areas in the subgrade should
be reworked and/or replaced prior to placement of aggregate base materials. The lean clay
soils are subject to strength loss and instability when wetted. If the subgrades become
wetted prior to pavement construction, moderate to significant pumping of the subgrades
may occur. Stabilization of the subgrades could become necessary to develop stable
subgrades for paving. Stabilization of the subgrades could be considered as a part of the up-
front design. An alternative pavement section including a stabilized subgrade is provided in
Table 1. Stabilization with Class C fly ash would generally include the addition of 12% fly
ash by dry weights within the top 12 inches of the subgrades. Additional recommendations
for pavement subgrade stabilization, including alternative materials, can be provided upon
request.
Earth Engineering Consultants, LLC
EEC Project No, 1132085
Bill Barrett Field Office
November 12, 2013
Page 8
For the outlined conditions, the recommended site pavement sections are summarized below
in Table 1. The recommended pavement sections are minimums, as such, periodic
maintenance should be expected.
Table 1. Recommended pavement sections for the low volume pavement section.
Reliability
Resilient
EDLA
Modulus
PSI Loss
5
75%
3025 psi
2.5
Design Structure Number
2.48
Hot Mix Asphalt
44#
Aggregate Base
6"
Desi
n structural Number
2.42
Hot Mix Asphalt
3"
Aggregate Base
4*1
Stabilized
Subgrade
12"
(Design Structural Number
2+36
PC (ion -reinforced)
5"
The aggregate base to develop the pavement section should consist of CDOT Class 5 or
Class 6 aggregate base. The aggregate base materials should be placed and compacted to
achieve a minimum of 95% of standard Proctor maximum dry density.
Hot mix asphalt HM A) used to develop the pavement should be grading (75) or SX (75)
with PG 64-22 or PG 8-28 asphalt binder. HMA should be compacted to within 92 to 96%
of the material's maximum theoretical specific gravity.
Portland cement concrete should be an approved pavement mix with a minimum 28 -day
compressive strength of 4,000 psi and should be air entrained. Concrete pavements should
be considered in areas where heavy trucks (e.g. truck loadineun loading areas, trash trucks)
or truck turning areas.
The recommended pavement sections are based on assumed traffic conditions. If the
anticipated traffic loads vary significantly from that assumed, EEC should be contacted to
review the traffic conditions and provide alternative recommendations if appropriate.
Earth Engineering Consultants, LLC
EEC Project No. 1132085
Bill Barrett Field Office
November 12, 2013
Page 9
Other Considerations
Positive drainage should be developed away from the new structure and across and away
from the edges of the site pavements. Water allowed to pond on or adjacent to the
pavements or adjacent to the building can result in poor performance of those improvements.
Care should be taken when planning landscaping adjacent to the structure to avoid features
which could pond water adjacent to the foundations or stem walls. Roof drains should be
designed to discharge at least 5 feet away from the structures and away from the pavement
areas.
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 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 fulfil led.
This report has been prepared for the exclusive use of Lamar Construction Company 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
Earth Engineering Consultants, LLC
EEC Project No. 1132085
Bill Barrett Field Office
November 12, 2013
Page 10
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.
DRILLING AND EXPLORATION
ATION
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 13/8" I,D., 2" D.D., unless otherwise noted
ST: Thin -Walled Tube - 2" O.D., unless otherwise noted
R: Ring Barrel Sampler - 2.42" LD,, 3" O.11 unless otherwise noted
PA: Power Auger
HA: Hand Auger
DB: Diamond Bit 4", N, B
AS: Auger Sample
HS: Hollow Stem Auger
PS: Piston Sample
WS: Wash Sample
FT: Fish Tail Bit
RB: Rock Bit
BS: Bulk Sample
PM: Pressure Meter
" B: Wash Bore
Standard "Nt" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch D.il split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL, : Water Level
WI: Wet Cave in
DCI: Dry Cave in
AB : After Boring
WS : While Sampling
WD : While Drilling
BR: Before Casing Removal
AR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated
levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not
possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2488. Coarse Grained
Soils have move than 50% of their dry weight retained on a #200
sieve; they are described as: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight
retained on a #200 sieve; they are described as : clays, if they
are plastic, and silts if they are slightly plastic or non -plastic.
Major constituents may be added as modifiers and minor
constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained
soils are defined on the basis of their relative in -place density
and fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff (CL); silty
sand, trace gravel, medium dense (M).
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf
C 500
500 - 1,000
1,001 - 2,000
2,001 - 4,000
4,001 - 8,000
8,001 - 16,000
RELATIVE DENSITY OF
N-Blowsffl
0-3
4-9
I 0-29
30-49
50-80
80 +
Consistency
Very Soft
Soft
Medium
Stiff
Very Stiff
Very Hard
COARSE -GRAINED SOILS:
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight
Moderate
High
Slight decomposition of parent material on
joints. May be color change.
Some decomposition and color change
throughout,
Rock highly decomposed, may be extremely
broken.
HARDNESS AND DEGREE OF CEMENTATION:
Li m stone and Dolomite:
Bard Difficult to scratch with knife.
Moderately Can be scratched easily with knife.
Hard Cannot be scratched with fingernail.
Soft Can be scratched with fingernail.
Shale, Siltstone and laystonc:
Hard Can be scratched easily with knife, cannot be
scratched with fingernail.
Moderately Can be scratched with fingernail.
Hard
Soft Can be easily dented but not molded with
fingers.
Sandstone and Ccrxglomerate:
Well Capable of scratching a knife blade.
Cemented
Cemented Can be scratched with knife,
Poorly Can be broken apart easily with fingers.
Cemented
ad. in
UNIFIDED SOIL CLASSIFICATION SYSTEM
Criteria for assigning Group Symbols and Group names Using Laboratory Tests
Soil Classification
a
Group
Symbot
Group Name
Coarse —Grained
Soils more than
50% retained on
No. 200 sieve
Grovels more than
50% of coarse
fraction retained
on N o . 4 sieve
Sands 50% ar
mare coarse
fraction posses
Na 4 sieve
Fine—Gruinud
Sails 50% or
more pusses the
No. 200 sieve
a -
Clean Gravels Less
than 5% fines
trr� sand Cc≤3 r
' Well —graded gro velr
Cu<4 and/or 1 >Cc>3t
GP Poorly -graded gravel'
Gravels with Fines
more than 12%
fines
Fines classify as ML or MH GM
Silty grovel, G, A
Fines classify as CL or CH GC
Clean Sands Less CQ≥J and l ccc≤3`
than 5% lines
SW
Clayey Grovel"'
Well -graded sand'
Cud and/or 1 >Cco3C
Sands with Fines
mare than 12%
fines
- - --..- - ---_�
Silts and Clays
Liquid Limit less
than 50
inorganic
SP Poorly -graded sand'
JIM
Fines classify as ML or MN
Sty! Silty sand'
Fines classify as CL or CH
t
SC Clayey santdan
P1>7 and plots on or above 'A Line, CL
Leon clay Ir."
P1 <4 or plots below 'nine' ML
organic
Silts and Clays
Liquid Limit 50 or
rn ore
Sil t
Liquid Limit - oven dried
Litgtlid Limit not dried
inorganic
organic
<0.7s CL
Organic cloy tiquim
Organic s it t K'."
Pi pints an or above 'A'Line
PI plots below "A'Lirne
CH Fat clay's"
M I t Elastic Sil t
Liquid Limit -- oven dried
Liquid Limit not dried
<0.75 l ll
Organic dare"
Organic silt"`
Highly organic soils
*Elosed on the material passing the .3 in. 05
turn) Suva
s11 rwtd sample contained cabbies at boulders,
or both, odd *with cobbles or Waders. Of both"
to group rtwne.
teroxcis with 5 to 12X rifles required duel
symbols:
Glitl-CM*dl graded gravel eith silt
CW-CC #ctle gruck.'J grovel with I cloy
CP-CM poorly-groded grays with silt
fiP-GC pear yagro ded grant with Cloy
',Sands iwlu 5 to 122 tines require: dual
sabots:
SW --'.ski wow -graded sand 'nth silt
SW SC well --graded sand with cloy
9'--'Sl paowly graded sand with sill
SP -SC poorly graded sand with cloy
.
w
t-
to
aj
20
io
Prima Dray organic niaat t r`* dark in color,
acrd organic odor
PT
Peat
t r0w/0w Cc.t 0 x D
rti zo contains ki15X Nand* odCwilh eand`to
group none.
Ill lines clussily cis CL UL„ use dual symbol
-OS or SC -9A.
nil rnes ti re organic, aderwith organic Iinrs'to
group narr►e
111 sa cuntuins >! 5%gr avet. eddswilh growl.
to group mom.
elf Atterberg (mils plots shaded area, our; kso
CL ML day day
JrAdis
for fihrrsirketian at Mt-gfeincd Ink
aid lne-gwnined Inchon dt COW Sit--
grstined saibt.
aquntk n at 'E-r'nn
Mtdt Pi -4 Ira Wm al,
the II -0.73 (u-2tu)
tentofluti of ''u` -chit
Yttrik l of U.a1S to Pi 7,
then Pl an.9 (Li -81
e
I
ct.simier,
a
IL
NIL
L
1q
20
a0 5* 6O 70
1tOL
4'
I
MH wi OH
Ill
LIQUID LIMIT (IL)
so
411 eels ctvnic.tns 15 to 29Xplits No. 200. add
`with sonde or 'with grayer, *hktha v Li
predominant
4f sod con todtnts 1 30' plus No. 20p
predominantly sand, add esnndy to group
name.
wtt sad contains 2 3DX plus No. 200
predominantly gravel. add 'gravely" to group
name,
W pit# and plots on at above: 'A lint
°i'I # or plots below 'A'* one,
I'M plot on or above 'lt` lint.
Uri plats below 4As one.
100 ntH
B-2
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a
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Or 01?) ii41 ,izet
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Legend
Approximate Boring
Locations
Site Photos
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SITE PLAN
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Boring Location Diagram
Bill Barrett Field Office
Weld County, Colorado
EEC Project #: 1132085 Date: October 2013
EARTH ENGINEERING CONSULTANTS, LLC
BILL
WELD
BARRETT
COUN'T'Y',
COLORADO
OFFICE
FIELD
PROJECT NO: 1132095
-
LOG OF BORING B-1
DATE: NOVEMBER 2013
RIG TYPE: CMES5
SHEET I OF if
WATER
DEPTH
FOREMAN; 00
START DATE
10,3012013
WHILE DRILLING
10.0'
AUGER TYPE: 4t CFA
FINISH
DATE
10W3O/2@13
AFTER DRILLING
WA
SPT HAMMER: AUTOMATIC
SURFACE ELEV
N/A
124 HOUR
N/A
SOIL DESCRIPTION
o
N
QU
MC
DO
A.LIWITS
•200
5wfLL
TYPE
ifEET1
(BLOWUP")
[PBF}
(%I'
(PCF)
IL
IN
NO
PREBBURE
%.0 $00 P8F
SANDY LEAN CLAY (CL)
1
staff
2
with venous amounls of sand
_
-3
%
164 psi
6 I
5000
11,5
106.9
31
14
46,0
200 ill
0.3%
4
soft
SS
5
20.5
...........I
6
7
8
9
SS
10
1
1000
32.1
DEPTH 10.E
11
BOTTOM OF BORING
12
13
14
15
16
17
118:
19
21
22
23
-
24
25
-
Earth Engineering Consultants, LLC
BILL BARRETT FIELD OFFICE
WELD COUNTY, COLORADO
PROJECT NO: 11320$$
LOG OF BORING B-2
DATE: NOVEMBER 2013
RIG 'TYPE: CMES$
SHEET I OF 1
WATER DEPTH
FOREMAN: DO
START DATE
10/30/2013
WHILE DRILLING
1- 10.01
MIC N+ TYPE: 4" CPA
FINISH DATE
10/30/2013
AFTER ORILLI_
N/A
SPT HAMMER: AUTOMATIC
SURFACE ELEV
N/A
24 HOUR.
NIA
SOIL DESCRIPTION
n
Pd
Ott
Mt
DO
A-L0AFTS
-266
SWELL
TYPE
(FEET)
IBLOWS/FT)
(PM]
(X)
MC?)
Li
PI
4%)
PRESUME
%q 500 P'SF
SANDY LEAN CLAY (CO
1
brown
-
I
soft to stiff
2
i
CS
3
S
2000
18.2
102.4
55.9
X
4
SS
5
3
4000
16,0
6
7
8
9
SS
10
2
4040
29.8
.
X
BTTOM OF BORING DEPTH 10 5'
11
12
13
14
- -
i
1$
16
- -
17
18
19
20
21
22
23
24
25
Earth Engineering Consultants, LLC
BILL BARRETT' FIELD OFFICE
WELD COUNTYr COLORADO
PROJECT NO: 1132085
LOG OF BORING B-3
DATE: NOVEMBER 2013
RIG TYPE: CMESS
SHEET I OF
I
WATER DEPTH
FOREMAN: QG
START DATE
1013012012
WHILE DRILLING
10.0*
AUGER TYPE: 4' CFA
FINISH DATE
1013012013
AFTER DRILLING
WA
0PT HAMMER: AUTOMATIC
SURFACE ELEV
WA
24 HOUR
N/A
BOIL DESCRIPTION
D
$
QV
mc
DO
A -LIMITS
-2O0
SWELL
TYPE
FEET
BLDWSIFT
P39
4%
ref
LI.
p1
%
PRESSURE
% O SOO PSF
SANDY LEAN CLAY (CL)
brown
stiff
1
2
_
%$1541pot
CS
3
8
6000
13.9
102,0
32
16
54.8
1400 , sr
2.8'%.
— a
4
SS
.9
4
19.5
a ,
6
I
7
a
9
soft
6$
10
1
1000
29.2
tl
c .
11
1
BOTTOM OF BORING DEPTH 105'
12
d .R
;1
15
16
u'
19
20
21
22
2
N
25
I
- -
Earth Engineering Consultants, LLC
OFFICE
BILL BARRETT FIELD
WELD COUNTY, COLORADO
PROJECT NO. 1132085
LOG OF BORING 8•.4
DATE: NOVEPAHER 2013
RIG TYPE: 044E55
SHEET I OF I
WATER DEPTH
FOREMAN: DG
START DATE
1013012013
WHILE DRILLING
10.0'
AUGER TYPE: 4" CFA
_ FINISH DATE -
10/3012013
AFTER DRILLING -
N/A
SPT HAMMER: AUTOMATIC
SURFACE ELEV
NIA
24 HOUR
WA
SOIL DESCRIRTiON
D
N
QU
MC
DD
A -LIMITS -20D
SWELL
TYPE
(FEET)
4BLOW'Stll)
(PSF)
(
''CFI -
LL
PP j 4%)
PlIgSB11#iE
%ALM PSF
e
'
SANDY LEAN CLAY (CI)
dark brown 1 brown
soft
1
2
3
C
1000
28.7
l 95.7
i
__
brown
SS
5
5
1000
210
_
6
7
9
-
,
1
SS
10
1
1000
27.4
11
B0TT0M0F BORING DEPTH 105'
12
14
15
16
17
1$
19
20
21
22
23
24
25
II
Earth Engineering Consultants, LLD
BILL
WELD
BARRETT
COUNTY,
OFFICE
FIELD
COLORADO
PROJECT NO; 1132085
LOG OF BORING B•5
SHEET 1 OF I
DATE: NOVEMBER 2013
RIG TYPE: OMES5
WATER DEPTH
FOREMAN, DO
START DATE
1013012013
WHILE DRILUNG
10.9
AUGER TYPE: 4" CFA
FINISH
DATE
1fi130J2013
AFTER DRILLING
__-- W
SPT HAMMER; AUTOMATIC
SURFACE Et„EY
MIA
24 HOUR
WA
SOIL DESCRIPTION
o
(FEET)
N
{BLOWS(FTI
cru
(PM)
MC
('V
DO
(PCP)
A.LIMIIS
.aao
SWELL
TOE
SANDY LEAN CLAY {CL}
dark brown / brown
stiff
with calcareous deposits
brown
very soft
- -
1
SS
- -
2
- -
3
4000
_.... ._ _ ..
19.0
_...
_ .._ -b-.
.......
.. ..
,
3
4
C:S
5
a
7
S
9
10
11
12
13
14
15
1B
17
- .
16
19
20
21
-
22
- -
23
24
25
4
-
31.5
93.1
31 !
16
$4,2
_ 4500 peg
None
I
,
SS
1
-
33.7
CS
1
28.3
96.E
SANDSTONE
brown/grey
poorly cemented
SS
50
—
23,4
BOTTOM OF BORING DEPTH 20.5
Earth Engineering Consultants, LLC
BILL BARRETT FIELD OFFICE
WELD COUNTY, COLORADO
PRQJECT NCB: 1132085
LOG OF BORING S4
DATE: NOVEMBER 2013
RIG TYPE: CMESS
SHEET 1 OF 1
WATER DEPTH
FOREMAN: DG
START DATE
1013012013
WHILE DRILLING
WS
- - - -
AUGER TYPE: 4" CFA
FINISH DATE
10!30/2013
AFTER DRILLING
NIA
SPT HAMMER: AUTOMATIC
SURFACE ELEV
N/A
24 HOUR
WA
SOIL DESCRIPTION
0
QU
Mc '
DO
A -LIMITS
•ZGC
SWELL
N
TYPE
(FtET),
(HLOWS#T)
CPSF)
(%)
(PCF)
LI.
Pa
(%)
PRESSURE
'+G I0r SLID PSF
TOPSOIL 8 VEGETATION
i
SANDY LEAN CLAY (C13
brown
stiff
2
I
3
4
Cs
5
7
► + ;
22.6
100.8
40
21
67.2
<500 : f
None
S
_ Y
7
8
9
I
very soft
SS
10
1
--
31.0
__ _
11
12
13
14
CS
15
4
—
291
S2/
16
17
18,
SANDSTONE
19
j
brown 1 grey
_
poorly cemented
SS
20
+18
--
23.4
21
BOTTOM OF BORING DEPTH 20.5
22
23
24
25
Earth Engineering Consultants, LLC
BILL BARRETT FIELD OFFICE
WELD COUNTY, COLORADO
PROJECT NO: 1132085
LOG OF BORING 0•T
SHEET 1 OF 1
DATE: NOVEMBER 2013
WATER DEPTH
RIG TYPE: CME55
FOREMAN: DO
START DATE
10130/2013
WHILE DRILLING
100"
AUGER TYPE: 4" CFA
FINISH DATE
10130/2013
AFTER DRILLING
NIA
SPT HAMMER: AUTOMATIC
SURFACE ELEV
WA
24 HOUR
NIA
SOIL DESCRIPTION
O
(FEET)
►1
(BLOWS/FTp
OU
{PsF)
MC
(i[E
QO
A•LIM9TS _
-240
SWELL
TYPE
(WI
LL
P1
4%)
PRESSURE
%a 600PSF
SANDY LEAN CLAY (CL)
brown
soft
lass sand with depth
1
_
2
_
3
6
1000
281
98.0 1
Very soft
I
SS
5
5
1000
21,0
6
7
8
9
SS
10
1
3000
29.8
92.1
39
20
86.6
<500 ' of
None
11
12
- 13
14
SS
15
1
—
30.1
16
17
_
18
19
SANDSTONE
brown / E re I tan. ' • rl cemented
CS
20
13
5000
28.1
100.7
21
22
23
24
25
Earth Engineering Consultants,
BILL
WELD
BARRETT
COUNTY,
FIELD
COLORADO
OFFICE
PROJECT NO: 1132085
LOG OF BORING 94
DATE: NOVEMBER 2013
RIG TYPE: CMES5
SHEET 1 OF 1
WATER DEPTH
FOREMAN: DO
START DATE
10/3012013
WHILE DRILLH40
None
AUGER TYPE: 4" CFA
FINISH DATE
1013012013
AFTER DRILLING
WA
SPT HAIMMER: AUTOMATIC
SURFACE ELEY
141*
24 HOUR
OJT
SOIL DESCRIPTION
a
a
QU
MC
DO
A-UWr5
.200
SWELL
I
TYPE
IPEETJ
(GLOWS/FO
IMF) .. -
-._- l%
CF
LL
PI
CM
PRESSURE
% L 540PSF
SANDY LEAN CLAY (CO
brown
sliff
1
2
I
3
SS
2
5000
18.1
4
5
8
7
0
very son
SS
10
1
1000
29.9
11
-
12
13
SS
15
1
1000
30.2
16
BOTTOM OF BORING DEPTH 15 5'
�v r
i9
20
21
22
23
24
_ .,
25
Earth Engineering Consu Rants, LLC
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL) Ar---
Sample
Location: Boring 1, Sample 1, Depth 2'
Liquid Limit:
31
Plasticity Index: 14
% Passing #200: 46.0%
Beginning Moisture: 14,5%
Dry Density:11044
pot
Ending Moisture: 17.7%
Swell
Pressure: 200 psf
I%
a Swell @ 150: 03%
10.0
8,0
6,0
co
4,0
Percent Movement
0
fis
p_
(3°
2,0
0.0
-2.0
-4.0
-6,0
-8.0
-10.0
0.01
ay W-
1
Water Added
• ••• aPa.w,-wr._♦_ lean N. _a
i
-• _. .•. •.010..n•.• •
0.1
E1'
I
$
I
.4
Load (T F)
:
4.
A w
Y
1
af"
•
10
Project:
Location:
Project #:
Date:
Bill Barrett Field Office
Weld County, Colorado
1132085
November 2013
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CO
Sample Location: Boring 3, Sample 1,
Depth 2'
Liquid Limit: 32
Plasticity Index: 1
�
Pas it
#
►
i.
%
Beginning Moisture: 13$%
Dry Density: 109.5 pcf
Endin
Moist�u�re:
%
Swell Pressure: 1400 psi ----- I
Swell 6 150: 2.8%
U/
Percent Moment
CD
10.0
8.0
6.0
tar.-. •.' - rt. -
L
2.0
0.0
-2.0
4.0
I,
o -6.0 '
O
-8.0
-10.0
0.01
0
1
Water Added
a I•
dB
Fe
at--.wrw..ar
It- I I I 11
0.1
4414et-ax•a t ..rwr
It ap a
Load (T F)
1
t
ale
1
1
10
Project:
Location:
Project #:
Date:
Bill Barrett Field Office
Weld County, Colorado
1132085
November 2013
SWELL'CONSOLIDATION TEST RESULTS
Material Description: Dark Brown /.Brown Sandy Lean Clay
.
(CL) i
Semple Loccati+ n: Boring 5, Sample
2, Depth
4' i
Liquid Limit: 31
Plasticity
Index: 16
° Passing #200: 64.2%
Beginning Moisture: 31.5%
Dry Density: 95.E pot
Ending Moisture: 17.9%
Swell Pressure: c500 prsij%swell
@ 500: None
Rent Movement
nso1idaatio
10.0
8.0
6.6
4.0
2.0
0.0
-2.0
-4.0
-8.0
-10.0
0.01
i
• et
Water Added
0.1
Load (T F)
}
1
F
i
C
10
Project:
Location:
Project #:
Date:
Bill Barrett Field Office
Weld County Colorado
1132085
November 2013
SWELL #' CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
Sample
Location: Boring 6, Sample 1,
Depth
4'
Liquid Limit: 40
Plasticity Index: 21
% Passing #200: 67.2%
Beginning Moisture: 22.6%
Dry Density: 101.4 pcf
Ending Moisture: 19.1%
Swell Pressure: <500 psf I
Swell @ 500: None
C
E
2
2
7
its
t3
to
8 -6.t
0
10.0
80
6.0
4.0
2.0
0.0
-2.0
-4.0
-8,0
010,0
0.01
SIEL
INS
NIS
Water Added
0.1
Load (T F)
I
0
1
•
.04
LLI
asioalmia
diaLL
S 4u
10
Project:
Location:
Project #:
Date:
Bill Barrett Field Office
Weld County. Colorado
1132085
November 2013
SWELL ' CONSOLIDATION TEST RESULTS
ULT
Material Description: Brown Sandy Lean Clay (CL)
Sample
Location: Boring 7, Sample 3, Depth 9'
Liquid Limit: 39
Plasticity Index: 20
Passing #200: 86.6%
Beginning Moisture: 29.8%
Dry Density: 90.1 pof
Ending Moisture: 24.5%
Swell Pressure: <500 psf
% Swell @ 500: None
Percent Movement
10.0
8,0
6.0
4.0
2.0
0.0
-2.0
-8.0
-10.0
0,01
•
-i
1
s.
1
F
water Added
b.
0.1
O.
— J
Load (T P)
i
•
I.
10
Project:
Location:
Project #:
Date;
Bill Barrett Field Office
Weld County, Colorado
1132085
November 2013
Hello