HomeMy WebLinkAbout20042094.tiff PRELIMINARY SUBSURFACE EXPLORATION
ANTELOPE ESTATES
WELD COUNTY, COLORADO
EEC PROJECT NO. 1012121
2004-2094
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EEC .
EARTH ENGINEERING
CONSULTANTS, Inc.
June 22, 2001
ZWEST Development and Investments, Inc.
P.O. Box 1365
Wellington, Colorado 80549
Attn: Mr. Fred Ziegler
Re: Preliminary Geotechnical Subsurface Exploration
Antelope Estates Development
Weld County, Colorado
EEC Project No. 1012121
Mr. Ziegler:
Enclosed, herewith, are the results of the preliminary geotechnical subsurface exploration
you requested for the Antelope Estates Development in Weld County, Colorado. In
summary, the subsurface soils encountered in the test borings consisted of low plasticity
sandy lean clay with varying amounts of sand underlain by granular and essentially
granular soils. The granular soils were underlain at depths of approximately 2'/2 to 7 feet
by poorly cemented sandstone bedrock. Free groundwater was not observed in the test
borings at the time of drilling.
Based on results of the field borings and laboratory testing, we believe lightly loaded
residential structures could be supported on conventional footing foundations bearing on
the near surface clayey sand or sandstone bedrock. The near surface cohesive or clayey
sand soils could be used for direct support of floor slabs and for support of site
pavements. The near surface sandy clay soils show percolation rates that would support
the use of conventional absorption systems in accordance with Weld County standards.
However, shallow bedrock encountered in the northeast portion of the site would
mandate engineered systems.
CENTRE FOR ADVANCED TECHNOLOGY
230 I RESEARCH BOULEVARD, SUITE 104
FORT COLLINS, COLORADO 80526
(970) 224-.1 522 (FAx) 224-4564
Earth Engineering Consultants,Inc.
EEC Project No. 1012121
June 22, 2001
Page 2
Preliminary geotechnical recommendations concerning design and construction of
foundations and support of floor slabs and pavements are presented in the text of the
attached report.
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning the enclosed information, 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.
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Wolfram von witz, E.I.T. Lester L. Litton, P.E.
Project Engineer Principal Engineer
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PRELIMINARY SUBSURFACE EXPLORATION
ANTELOPE ESTATES
WELD COUNTY, COLORADO
EEC PROJECT NO. 1012121
June 22, 2001
INTRODUCTION
The preliminary subsurface exploration for the Antelope Estates Development in Weld County,
Colorado, has been completed. Three soil borings extending to depths of approximately 15 feet
below present site grades were advanced in the development area to obtain information on existing
subsurface conditions. Individual boring logs and a diagram indicating the approximate boring
locations are included with this report.
The Antelope Estates Development includes approximately 120 acres of Section 29, T9N, R67W
of the 6th P.M. in Weld County, Colorado. We understand the proposed development will include
five single-family residential lots. It is anticipated the site residences will be one or two-story,wood
frame structures constructed with full basements. Foundation loads for the residential structures are
expected to be light with continuous wall loads less than 2.5 kips per lineal foot and column loads
less than 30 kips. Small grade changes will be required to develop the final grades on this site. Site
roadways will be constructed in the proposed development. It is anticipated the single-family
residences will utilize individual sewage disposal systems (ISDS).
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 the foundations and support of floor slabs and pavements.
EXPLORATION AND TESTING PROCEDURES
The boring locations were established in the field by representatives of Earth Engineering
Consultants, Inc. (EEC)by pacing and estimating angles from identifiable site features. The locations
Earth Engineering Consultants,Inc.
EEC Project No. 1012121
June 22, 2001
Page 2
of the borings should be considerate accurate only to the degree implied by the methods used to
make the field measurements.
The 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 and samples of the subsurface materials encountered were
obtained using split-barrel and California barrel sampling techniques in general accordance with
ASTM Specification D-1586. In those 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 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 undisturbed
samples of the soils are obtained in removable brass liners. All samples obtained in the field were
sealed and returned to the laboratory for further examination, classification and testing.
Field percolation tests were completed at two of the boring locations. The percolation tests were
completed in general accordance with Weld County standards. Results of the field percolation tests
are provided with this report.
Moisture content tests were completed on each of the recovered samples. Washed sieve analysis and
Atterberg limits tests were performed on selected samples to evaluate the quantity and plasticity of
the fines in the subgrade. Swell/consolidation tests were completed on selected samples to evaluate
the soil's tendency to change volume with variation in moisture content. Results of the field borings
and laboratory testing are indicated on the attached boring logs and summary sheets.
As a part of the testing program, all samples were examined in the laboratory by an engineer and
classified in accordance with the attached General Notes and the Unified Soil Classification System
based on the soil's texture and plasticity. The estimated group symbol for the Unified Soil
Classification System is shown 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
Earth Engineering Consultants,Inc.
EEC Project No. 1012121
June 22, 2001
Page 3
observation of disturbed samples and auger cuttings. Coring and/or petrographic analysis may reveal
other rock types.
SITE AND SUBSURFACE CONDITIONS
The Antelope Estates Development will be located near the intersection of Weld County Roads 102
and 17. Weld County Road 17 forms the east property boundary. The site is relatively flat with
drainage towards the east and a maximum difference in ground surface elevations across the site
estimated to be approximately 5 to 10 feet. Evidence of prior building construction was not observed
on the site by EEC field personnel.
EEC personnel were on site during drilling to direct the drilling activities and evaluate the subsurface
materials encountered. Field logs prepared by EEC site personnel were based on visual and tactual
observation of disturbed samples and auger cuttings. The fmal boring logs included with this report
may contain modifications to the field logs based on results of laboratory testing and engineering
evaluation. Based on results of the field boring and laboratory testing, subsurface conditions can be
generalized as follows.
Approximately 3 to 6 inches of topsoil and/or vegetation was encountered at the surface at the boring
locations. The topsoil/vegetation was underlain by stiff,brown sandy lean clay. The lean clay was
relatively dry at the time of drilling, showed low to moderate swell potential at current moisture and
density conditions, and extended to a depth of approximately 2%z to 4 feet below present site grades.
The lean clay was underlain by clayey sand in borings B-2 and B3. The clayey sand was colored
reddish brown and showed low swell potential at current moisture and density conditions. The
clayey sand encountered in these borings extended to a depth of approximately 7 feet below ground
surface.
The sandy lean clay in boring B-1 and clayey sand in borings B-2 and B-3 were underlain by
weathered sandstone bedrock. The sandstone was highly weathered, poorly cemented, and colored
grey/brown. The sandstone encountered in boring B-3 was underlain by grey claystone bedrock at
a depth of approximately 14 feet below present site grades. The claystone showed moderate swell
Earth Engineering Consultants,Inc.
EEC Project No. 1012121
June 22,2001
Page 4
potential at current in-situ moisture and density conditions. The sandstone in borings B-1 and B-2,
and the claystone in boring B-3 extended to the bottom of boring at depths of approximately 15 feet
below ground surface at the boring locations.
The stratification boundaries indicated on the boring logs represent the approximate location of
changes in soil and rock 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, free water was not observed in any of the
completed borings. 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. Zones of
perched and/or trapped water may be encountered in more permeable zones within the subgrade
soils. Perched water is commonly encountered in soils overlying less permeable highly weathered
bedrock. The location and amount of perched 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
All existing vegetation and/or topsoil should be removed from beneath fill, roadway or building
subgrade areas. After stripping and completing all cuts and prior to placement of any fill, floor slabs
or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches,
adjusted in moisture content and compacted to at least 95% of the material's maximum dry density
as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The
moisture content of the scarified materials should be adjusted to be within the range of±2% of
standard Proctor optimum moisture at the time of compaction.
Earth Engineering Consultants,Inc.
EEC Project No. 1012121
June 22,2001
Page 5
Fill soils required to develop the building areas or pavement subgrades should consist of approved,
low-volume change materials which are free from organic matter and debris. The near surface lean
clay or clayey sand soils could be used as fill in these areas. We recommend the fill soils be placed
in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the
scarified materials and compacted to at least 95% of the material's standard Proctor maximum dry
density.
Care should taken after preparation of the subgrades to avoid disturbing the subgrade materials.
Positive drainage should be developed away from the structures and across and away from the
pavement edges to avoid wetting of subgrade materials. Subgrade materials allowed to become
wetted subsequent to construction of the residences and/or pavements can result in unacceptable
performance of those improvements.
Foundations
Based on the materials observed at the boring locations, it is our opinion lightly loaded structures
could be supported on conventional footing foundations bearing on the near surface natural site soils.
For design of footing foundations bearing in the natural, medium dense clayey sand or poorly
cemented sandstone bedrock, we anticipate using net allowable total load soil bearing pressures in
the range of 1,500 to 3,000 psf. The net bearing pressure refers to the pressure at foundation bearing
level in excess of the minimum surrounding overburden pressure. Total load includes full dead and
live loads.
No unusual problems are anticipated in completing the excavations required for construction of the
footing foundations. Care should be taken to avoid disturbing the foundation bearing materials.
materials loosened or disturbed by the construction activities or materials which become wet and
softened or dry and desiccated should be removed and replaced with acceptable soils prior to
construction of the footing foundations.
Earth Engineering Consultants, Inc.
EEC Project No. 1012121
June 22,2001
Page 6
Floor Slab Subgrades
We expect floor slabs could be supported on the natural site cohesive or essentially granular soils.
All existing vegetation and/or topsoil should be removed from beneath the floor areas.
Fill soils required to develop the floor slab subgrades should consist of approved, low-volume
change materials which are free from organic matter and debris. Based on testing completed as a
part of this project, it is our opinion the near surface cohesive and/or essentially granular soils could
be used as fill beneath the floor slabs. The near surface lean clay soils encountered were relatively
dry at the time of drilling. Those materials could show swell potential from dry to moist conditions.
Care should be taken with these materials to develop proper moisture contents prior to placement
as fill.
Care should be taken after preparation of the subgrades to avoid disturbing the subgrade 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 prior to placement of the
overlying floor slabs.
Positive drainage should be developed away from the proposed structures to avoid wetting the
subgrades and bearing materials. Subgrades and bearing soils allowed to become wetted subsequent
to construction can result in unacceptable performance.
Below Grade Areas
If basement construction is anticipated, we recommend an exterior perimeter drain system be
constructed around the below grade areas of the structures to avoid the development of hydrostatic
loads on the below grade walls and/or seepage of surface infiltration water into the basements.
Backfill placed adjacent to below grade walls above the perimeter drain system should consist of
approved, low-volume change materials which are free from organic matter and debris. If free
draining granular fills are used in this area, we recommend the top 2 feet of soil contain sufficient
Earth Engineering Consultants,Inc.
EEC Project No. 1012121
June 22,2001
Page 7
fines to prevent a direct influx of water into the perimeter drain system. The near surface cohesive
or clayey sand soils could be used as backfill adjacent to the structures.
Pavement Subgrades
All existing vegetation and/or topsoil should be removed from pavement areas. After stripping and
completing all cuts and prior to placement of any fill or pavements, we recommend the exposed soils
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 the standard Proctor
procedure. The moisture content of the scarified soils should be adjusted to be within the range of
±2% of standard Proctor optimum moisture.
Fill materials required to develop the pavement subgrades should consist of approved, low-volume
change materials, free from organic matter and debris. The near surface lean clay or clayey sand
soils could be used for fill in these areas. We recommend those fill soils be placed in loose lifts not
to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95%of the material's
standard Proctor maximum dry density.
After completion of the pavement subgrades, care should be taken to prevent disturbance of those
materials prior to placement of the overlying pavements. Soils which are disturbed by construction
activities should be reworked in-place or, if necessary, removed and replaced prior to placement of
overlying fill or pavements.
Pavements
We estimate the R-value of the cohesive subgrade soils would be approximately 10; the granular
soils would have a higher R-value. We anticipate traffic on the site roadways would consist of low
volumes of light vehicles including automobiles and light trucks. Based on anticipated subgrade and
traffic conditions, we expect the minimum pavement section would consist of 3'/ inches of hot
bituminous pavement overlying 6 inches of aggregate base.
Earth Engineering Consultants,Inc.
EEC Project No. 1012121
June 22,2001
Page 8
The hot bituminous pavement should be compatible with Colorado Department of Transportation
(CDOT) requirements for grading S or Sx. Aggregate base should be consistent with CDOT
requirements for Class 5 or Class 6 base. Roadways with heavier traffic volumes or use by heavier
vehicles may require thicker pavement sections.
Positive drainage should be developed across the pavements and away from the pavement edges to
avoid wetting the pavement subgrades. Subgrades allowed to become wetted subsequent to
construction can result in premature failure of the pavement section.
On-Site Wastewater Disposal
We understand on-site septic systems will be used for wastewater disposal. Percolation tests were
completed at two locations on the site to evaluate the percolation rate of the on-site materials.
Percolation rates for area 1 and 2 were found to be 48 and 54 minutes per inch respectively. Weld
county standards require a percolation rate in the range of 5 to 60 minutes per inch for the use of
conventional absorption systems. The measured percolation rates meet that criterion. However,
areas with percolation rates greater than 60 minutes per inch should be expected.
Weld County standards also require at least 6 feet of soil overlying bedrock to use a conventional
absorption field system. Bedrock was encountered in percolation area 1 at a depth of approximately
2 feet below ground surface precluding the use of a conventional system. Based on the measured
percolation rates and subsurface conditions encountered,we anticipate some engineered systems may
be required. Additional testing should be completed on a lot by lot basis to further evaluate the
percolation rate and location of bedrock.
GENERAL COMMENTS
The preliminary 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
Earth Engineering Consultants,Inc.
EEC Project No. 1012121
June 22,2001
Page 9
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 that 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.
This report has been prepared for the exclusive use of Fred Ziegler for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranty, express or implied, is made. In the event that any changes in
the nature, design or location of the project as outlined in this report are planned, the conclusions and
recommendations contained in this report shall not be considered valid unless the changes are
reviewed and the conclusions of this report modified or verified in writing by the geotechnical
engineer.
WELD COUNTY ROAD 102
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ANTELOPE ESTATES
BORING LOCATION DIAGRAM
WELD COUNTY, COLORADO
PROJECT NO: 1012121 DATE: JUNE 2001
__ __ P.ARTH PNaTNP.PRTNa MNCTTT TANTC
DRILLING AND EXPLORATIP
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 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 joints. May be color change.
#200 sieve;they are described as: boulders, cobbles,gravel or Moderate Some decomposition and color change
sand. 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.
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 Moderately Can be scratched easily with knife.
and fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff(CL); silty Hard Cannot be scratched with fingernail.
sand, trace gravel,medium dense(SM). Soft Can be scratched with fingernail.
CONSISTENCY OF FINE-GRAINED SOILS Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife,cannot be
scratched with fingernail.
Unconfined Compressive
Strength,Qu,psf Consistency Moderately Can be scratched with fingernail.
Hard
< 500 Very Soft Soft Can be easily dented but not molded with
500 - 1,000 Soft fingers.
1,001 - 2,000 Medium Sandstone and Conglomerate:
2,001 - 4,000 Stiff Well Capable or scratching a knife blade.
4,001 - 8,000 Very Stiff Cemented
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.
Cemented
N-Blows/ft Relative Density
0-3 Very Loose
4-9 Loose
10-29 Medium Dense
30-49 Dense
50-80 Very Dense
80 + Extremely Dense
UNIFIED SOIL CLASSIFICATION SYSTEM
,- Soil Classification
Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Group Group Name
9 9 YTn Y Symbol roue
Coarse—Grained Gravels more than Clean Gravels Less
Soils more than 50% of coarse than 5% fines Cu>4 and <Cc≤3` OW Well—graded grovel`
50% retained on fraction retained
No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3L GP Poorly—graded gravel`
Gravels with Fines Fines classify as ML or MH GM Silty grovel, G,H
more than 12%
fines Fines classify as CL or CH GC Clayey Gravel ra"
Sands 50% or Clean Sands Less Cu»§ and 1<Cc<3r gyy Well—graded sand'
more coarse than 5% fines
fraction passes Cu<6 and/or 1>Cc>3` SP Poorly—graded sand'
No. 4 sieve
Sands with Fines Fines classify as ML or MH SM Silty sand°^'
more than 12%
fines Fines classify as CL or CH SC Clayey sands"
Fine—Grained Silts and Clays inorganic PI>7 and plots on or above "Aline' CL Lean clay'LL"
Soils 50% or Liquid Limit less
more passes the than 50 PI<4 or plots below "Aline' ML Silt"I.'
No. 200 sieve
organic Liquid Limit — oven dried Organic clay".L".e
<0.75 OL
Liquid Limit — not dried Organic silt"L"°
Silts and Clays inorganic PI plots on or above "A"Line CH Fat cloy"'L"
Liquid Limit 50 or
more PI plots below "A"Line MH Elastic Silt""
organic Liquid Limit — oven dried Organic cloy`'"'
<0.75 OH
Liquid Limit — not dried Organic silt'
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
"Based on the material passing the 3—in. (75— a (0se) "If soil contains 15 to 29Rplus No. 200, add
mm) sieve CU=D,p/D,CC= D x 0 "with sand or 'with gravel', whichever is
slf field sample contained cobbles or boulders, predominant.
or both, add 'with cobbles or boulders, or both' 4f soil contains 2 30' plus No. 200
to group name. 'If soil contains 215% sand. add"with sand"to predominantly sand, odd "sandy to group
°Gravels with 5 to 12% fines required dual group name, name.
symbols: @f fines classify as CL—ML, use dual symbol "0 soil contains 2 30% plus No. 200
GW—GM well graded gravel with silt GC—CM, or SC—SM. predominantly gravel, add gravely to group
GW—GC well—graded grovel with clay If fines ore organic, add"with organic fines'to Nome.
GP-GM poorly-graded gravel with silt group name PI24 and plots an or above "A" line.
GP-GC poorly-graded gravel with clay Of sail contains >15%grovel, add-with grovel' "PI54 or plots below "A" line.
°Sands with 5 to 12% tines require dual to group name, POI
i plots an or above A' line.
symbols: +If Atterberg limits plots shaded area, soil is a PI plots below A" line.
SW-SM well-graded sand with silt CL-ML, cilty cloy.
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with cloy
60
For Clasallkatbn of Me-grained soh
and line-groins M1aclen of coarse i.
-
grs =tile
5O- Boeotian of'A-ene /
Horizenld at PI-4 to LLe25.5, ¢
then P1-0.73(LL-20) �.� `\/�
4' Equation of'u'-line '5'd ,0
_ Vertical 01 LL"16 to P1=7, 09.O '{`�
W 4° then P1-0.9(LL-8)
Z
Cr
30-
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10- }r''
/CL,ML ML OR OL
I I
0 10 20 30 e0 50 60 70 Bo 90 100 110
LIQUID LIMIT (LL)
•
ANTELOPE ESTATES
WELD COUNTY,COLORADO
PROJECT NO:1012121 DATE: JUNE 2001
LOG OF BORING B-I
RIG TYPE: CME 45 SHEET I OF 1 WATER DEPTH
FOREMAN:SG START DATE 6/14/01 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 6/14/01 AFTER DRILLING None
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
U N OU MC 00 A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET( (BLOWS/FT) (PSF) (%) (PCF), LL Pt F (%) PRESSURE %@ 500PSF
TOPSOIL AND VEGETATION _ _
SANDY LEAN CLAY(CL) _ _
brown 2
stiff
CS 3 25 5000 8.3 90.4 _ 30 13 59.7 600 psf 0.3%
SANDSTONE
light brown/grey 4
poorly cemented _ _
55 5 50/5 - 8.4
—6
8
_9_
CS 1-0 5017 - 10.7 101.0
_ _
•
11
12
'-3
14
5S 15 50/4 - 9.1
BOTTOM OF BORING 15.5' 1-6
1-]
1-6
1-9
2-0
2-1
22
23
2-4
25
Earth Engineering Consultants
ANTELOPE ESTATES
WELD COUNTY,COLORADO
PROJECT NO:1012121 DATE: JUNE 2001
LOG OF BORING B-2
RIG TYPE: CME45 SHEET OFI WATER DEPTH
FOREMAN:SG START DATE 6114101 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 6114101 AFTER DRILLING None
SPT HAMMER: Manual SURFACEELEV NIA 24 HOUR NIA
0 N DU MC DO A-LIMBS .200 SWELL
SOIL DESCRIPTION TYPE (FEET) IRLOWSIFT) (PSF) IX) IPCF) LL PI (%) _ PRESSURE %@ 500 PSF
TOPSOIL AND VEGETATION _ —
1
SANDY LEAN CLAY(CL) — —
brown 2
stilt — _
SS 3 22 9000+ 11.9
4
CLAYEY SAND(SC) CS 5 8 - 8.7 98.3 27 12 32.8 <500 pa/ None
reddish brown _ _
loose to medium dense 6
_7_
SANDSTONE -8
light brown/grey _ _
poorly cemented 9
55 10- 5018 - 11.2
_ _11
1-2
1-3
1-4
SS 1-5- 50/5 - 12.0
BOTTOM OF BORING 15 5' 16
17
1-8
1-9
20
2-1
22
2-3
_ _
24
25
Earth Engineering Consultants
ANTELOPE ESTATES
WELD COUNTY,COLORADO
PROJECT NO:1012121 DATE: JUNE 2001
LOG OF BORING 6-3
RIG TYPE: CME45 SHEETI OFI WATER DEPTH
FOREMAN:SG START DATE 6/14/01 WHILE DRILLING None
AUGER TYPE: 4-CFA FINISH DATE 6114/01 AFTER DRILLING None
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR WA
0 N OU MC DO A-LIMITS -200 SWELL
SOIL DESCRIPTION TTPE (FEET) (BLOWSIFT) (PSn L%) IPCFI LL PI (%) PRESSURE%S SOD PDF
TOPSOIL AND VEGETATION - -
SANDY LEAN CLAY(CL) 1
brown _ _
stiff 2
5S -3 14 9000+ 10.4
CLAYEY SAND(SC) — —
reddish brown 4
medium dense — _
SS 5 58 - 10.1
6
_7
SANDSTONE -8
light brown/grey — —
poorly cemented 9
SS 10 50/3 - -
- —
1
1-2
1-3
1-4
CLAYSTONE-grey,soft CS 15 32 4000 24.8 98.8 58 31 94.3 2600 psi 1.9%
BOTTOM OF BORING 15.0' - -
16
1-7
1-8
1-9
20
21
22
2-3
24
2-5
Earth Engineering Consultants
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Light Brown Sandy Lean Clay
Sample Location: B-1, S-1 @ 2.0' _
Liquid Limit: 30 'Plasticity Index: 13 1 % Passing #200: 59.7
Beginning Moisture: 7.8% Dry Density: 90.4 pcf 'Ending Moisture: 24.0%
Swell Pressure: 600 psf % Swell @ 500 psf: 0.3%
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Project: Antelope Estates
Weld County, Colorado
Project No.: 1012121
•
Date: June 2001
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Reddish Brown Clayey Sand
Sample Location: B-2, S-2 @ 4.0'
Liquid Limit: 27 [Plasticity Index: 12 I % Passing #200: 32.8
Beginning Moisture: 6.3% Dry Density: 98.3 pcf "Ending Moisture: 15.7%
Swell Pressure: <500 psf % Swell @ 500 psf: None
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Project: Antelope Estates
Weld County, Colorado
Project No.: 1012121
•
Date: June 2001
.-
SWELI_ / CONSOLIDATION TEST RESULTS
Material Description: Grey Claystone
Sample Location: 6-3, S-4 @ 14.0'
Liquid Limit: 56 'Plasticity Index: 31 I °/0 Passing #200: 94.3 ,
Beginning Moisture: 23.6% Dry Density: 98.6 pcf 'Ending Moisture: 25.6%
Swell Pressure: 2600 psf % Swell @ 500 psf: 1.9%
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Project: Antelope Estates
Weld County, Colorado
Project No.: 1012121
Date: June 2001 •
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