HomeMy WebLinkAbout20071354.tiff Exhibit 9
WILLARD G. OWENS,P.E.
PROFESSIONAL GEOLOGIST
3525 DIANE PLACE
GREELEY CO 80634
970 - 353 - 2266
SUBJECT: ENGINEERING GEOLOGY OF PROPOSED SUNSET DEVELOPMENT
32.5 ACRES IN E''/2 OF NE'/ OF SECTION 23, T.6 N. , R. 67 W.
WELD COUNTY COLORADO
This report was prepared by Willard G. Owens, a Professional Engineer and Engineering
Geologist, who is the principal owner of the subject property.
This report was prepared to comply with the requirements of the County of Weld to
accompany land development plans submitted to the county for county review. Described
herein are the geologic items given in the county's Planned Unit Development(PUD)
Guide.
The proposed PUD is approximately 32.5 acres in the East 1/2 of the Northeast '/4 of
Section 23 of Township 6 North, Range 67 West of the 6th P.M., two miles east of the
town of Windsor, Colorado. The north border, and part of the west border, is the
centerline of the Greeley No. 2 irrigation canal.
The geological conditions of the property are simple, with the entire property underlain by
upper Pleistocene to Recent terrace deposits made up of layers of clay, sand, gravel and
occasional cobbles. Five soils test borings to depths of about 15 feet and one boring to a
depth of 42 feet were drilled and soil samples taken in December 2005 by Earth
Engineering Consultants, Inc. (EEC). The purpose of the borings was to obtain
information on the subsurface soils for soils engineering and geological analyses. The
EEC Boring B-2 was drilled to a depth of 42+ feet at which depth well indurated
claystone was encountered. The drilling and sampling of EEC borehole B-2 was
witnessed by engineering geologist Willard G. Owens. The claystone is characteristic of
the claystone of the Pierre shale the outcrops of which can be observed a few miles west
and north of the town of Windsor. The U.S. Geologic Map of Colorado shows the vicinity
of the subject property to be underlain by the Upper Cretaceous Pierre Shale formation
(Sic).
There are no major geographic or geologic features within or near the subject property
other than the Greeley No. 2 irrigation canal. No geologic mapping of the property is
warranted due to the lack of geologic features and the existence of 15 to 42 feet of terrace
deposits under the entire property. These deposits are described in the EEC report dated
December 2005.
2007-1354
The topography of the subject property is shown on the attached topographic map
prepared by King Surveyors. The property is relatively flat, sloping gently downward to
the south-southeast. Any surface drainage toward the property from the north-northwest
is intercepted by the Greeley No. 2 irrigation canal.
Ground water encountered during drilling by EEC is described in the December 2005
EEC Soils Report. Greeley No. 2 irrigation canal contained flowing water in November
and December 2005 when the soils test borings were done and during the preceding fall
and summer months. The water levels encountered by EEC are assumed to be at their
highest (shallowest) levels, assuming also that there is some leakage from the canal.
Locations of EEC's soil-test borings are shown on the attached copy of EEC's Boring
Location Diagram, on which depths to water in the borings are shown. Depths to water
range from four(4) feet below the surface near the east edge of the southern portion of
the property to more than eleven(11) feet under the northern portion of the property.
It is this engineering geologist's opinion that the gravel under the subject property is not
economically developable due to the overlying clayey sand and silty sand, which is up to
32 feet deep. The quantity of gravel beneath the property is small compared to the
quantity of overburden. Also, the proximity of the property to the irrigation canal, roads
and nearby residences make the extraction of the meager gravel deposits not practicable.
It is the opinion of this engineering geologist that there are no geologic factors that would
have an adverse impact on the development of the subject property for residential and/or
commercial purposes. However, development of and building on the property should
take into account the shallow ground water table under a portion of the property. Also,
drainage within the development should complement the natural drainage (slope) of the
pre-development surface. Artificial fill placement in the shallow ground water area
should be compatible with the natural drainage so as to not concentrate drainage onto
adjacent properties or to cause excessive erosion.
//// ��< c���/Q/2 _266
Willard G. Owens, P.E.
Certified Professional Geologist
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BORING LOCATION DIAGRAM
OWENS' DEVELOPMENT
WELD COUNTY, COLORADO
EEC PROJECT NO: 1052167 DATE: DECEMBER 2005
EARTH ENGINEERING CONSULTANTS .
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Exhibit 10
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PRELIMINARY
SUBSURFACE EXPLORATION REPORT
OWENS' DEVELOPMENT
E % NE ' SECTION 23, TOWNSHIP 6N, RANGE 67W
WELD COUNTY, COLORADO
EEC PROJECT NO. 1052167
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-- `EEC
December 17,2005 EARTH ENGINEERING
CONSULTANTS, INC.
Mr. Willard G. Owens
3525 Diane Place
Greeley, Colorado 80634
Re: Preliminary Subsurface Exploration Report
Owens' Development
E '/2 NE '/ Section 23,Township 6N, Range 67W
Weld County, Colorado
EEC Project No. 1052167
Mr. Owens:
Enclosed, herewith, are the results of the preliminary subsurface exploration completed
by Earth Engineering Consultants, Inc. personnel for the referenced property. In
summary, the subsurface soils encountered in the test borings consisted of low plasticity
sandy lean clay/clayey sand overlying silty sands. Claystone bedrock was encountered at
a depth of approximately 42 feet below ground surface in one of the completed borings.
Groundwater was encountered at varying depths ranging from approximately 4 feet to 12
feet below present ground surface.
Based on the materials observed at the boring locations, we expect lightly loaded
structures could be supported on conventional footing foundation bearing on the near
surface sandy lean clay/clayey sand soils. Softer zones were observed in the subgrades
so that care will be needed to see that footings are not supported on or directly above the
softer soils. The near surface soils appear usable for direct support of floor slabs and/or
pavements. Results of percolation tests performed on the near surface site soils indicated
percolation rates in the range of 16 to 17 minutes per inch for the natural site soils.
Preliminary geotechnical recommendations concerning design and construction of
foundations, support of floor slabs and installation of site infrastructure are presented in
the text of the attached report.
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 224-1522 FAX (970) 663-0282
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i-- Earth Engineering Consultants,Inc.
EEC Project No. 1052167
December 17,2005
Page 2
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning the enclosed report, or if we can be of further service to you in any
other way,please do not hesitate to contact us.
Very truly yours,
Earth Engineering Consultants,Inc.
Reviewed by:
23067
Ethan Wiechert,E.I.T. Lester L. Litton, P.E.
Project Engineer Principal Engineer
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PRELIMINARY
SUBSURFACE EXPLORATION REPORT
OWENS' DEVELOPMENT
E '''A NE ' SECTION 23,TOWNSHIP 6N, RANGE 67W
WELD COUNTY, COLORADO
EEC PROJECT NO. 1052167
December 17, 2005
INTRODUCTION
The preliminary subsurface exploration for the proposed Owens' Development south of
Highway 392 and east of Weld County Road 23 in Weld County, Colorado has been
completed. Five(5)soil borings extending to depths of approximately 15 feet below present
site grades and one (1) soil boring extending to a depth of approximately 42 feet below
present site grade were advanced in the proposed 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.Site photographs of the proposed
development at the time of our exploration are also provided with this report.
The proposed development will included both residential and commercial structures to be
constructed on the northern and southern portions of the proposed development area,
respectively. Site structures may use individual sewage disposal systems (ISDS) for
wastewater treatment. Infrastructure improvements for the development will include utility
installation and roadway construction. We expect the site roadways will be used by low
volumes of light vehicles(automobiles and light trucks). Small grade changes are expected
to develop final site grades.
We understand the residential structures will likely be one or two-story wood frame
structures constructed with full depth basements. Upper and lower level slabs-on-grade will
be included in the residential structures. Foundation loads for the proposed residential
structures are expected to be light with continuous wall loads less that 3 kips per lineal foot
and individual column loads less than 50 kips. Floor loads are expected to be light.
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EEC Project No. 1052167
December 17,2005
Page 2
We anticipate the commercial structures would be constructed as slab-on-grade with
continuous wall loads less that 3 kips per lineal foot and individual column loads less than
100 kips. Floor loads are expected to be light.
The purpose of this report is to describe the subsurface conditions encountered in the borings,
analyze and evaluate the test data and provide preliminary geotechnical recommendations
concerning design and construction of foundations and support of floor slabs and site
pavements. Recommendations concerning utility installation are also provided.
EXPLORATION AM)TESTING PROCEDURES
The boring locations were selected and established in the field by Earth Engineering
Consultants, Inc. (EEC)personnel by estimating angles and distances from identifiable site
features. 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-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 and California barrel sampling procedures in
general accordance with ASTM Specification D-1586 and by pushing thin walled"Shelby"
tube samplers in general accordance with ASTM Specification D-1587. All samples
obtained in the field were sealed and returned to the laboratory for further examination,
classification and testing.
Field slotted PVC piezometers were installed at selected locations prior to backfilling the
bore holes to allow for longer term water level measurement. Field percolation tests were
also completed near selected boreholes to evaluate the percolation rate of the near surface
soils. The percolation rate is used to help size septic absorption fields.
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EEC Project No. 1052167
December 17,2005
Page 3
Moisture content tests were performed on each of the recovered samples. In addition,
selected samples were tested for fine content and plasticity by washed sieve analysis and
Atterberg limits tests. Swell/consolidation tests were completed on selected samples to
evaluate the tendency of the subgrade soils to change volume with variation in moisture
content. Results of the outlined tests are indicated on the attached boring logs and summary
sheets.
As a part of the testing program,all samples were examined in the laboratory by an engineer
and classified in accordance with the attached General Notes and the Unified Soil
Classification System,based on the texture and plasticity of the soil samples. 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 development parcel is located to the east of Weld County Road 23 and south of
Colorado State Highway 392 in Weld County, Colorado. The north portion of the
development parcel,is bordered on the west by the Greeley#2 irrigation canal. The project
site is relatively flat and is presently covered with sparse weed and grass cover.
An EEC field engineer was on-site during drilling to direct the drilling activities and evaluate
the subsurface materials encountered. Field descriptions of the materials encountered were
based on visual and tactual observation of disturbed samples and auger cuttings. The boring
logs included with this report may contain modifications to the field logs based on results of
laboratory testing and engineering evaluation. Based on results of field and laboratory
evaluation, subsurface conditions can be generalized as follows.
Approximately 3 to 6 inches of vegetation and/or topsoil were encountered at the surface at
the boring locations. The topsoil and/or vegetation was underlain by brown to light brown
sandy lean clay and/or clayey sand with varying amounts of sand. The sandy lean clay/clayey
sand stratum extended to a depth of approximately 12 feet below present site grades in test
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EEC Project No. 1052167
December 17,2005
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boring B-1,and,with exception of test borings B-1 and B-2,to the bottom of completed test
borings at a depth of approximately 15''A feet below ground surface. The lean clay/clayey
sand soils were generally medium stiff to very stiff,moderately plastic and showed low swell
potential at current moisture and density conditions. Occasional softer zones were observed
in the lean clay/clayey sand subgrades. Light brown silty sand was encountered beneath the
sandy lean clay/clayey sand stratum. The silty sand was medium dense in consistency and
contained zones of gravel. In test boring B-2,the silty sand transitioned to gravel at a depth
of approximately 32 feet below ground surface. The gravels extended to a depth of
approximately 42 feet below ground surface where claystone bedrock was encountered and
the boring was terminated.
GROUNDWATER OBSERVATIONS
Observations were made while drilling and after completion of the borings to detect the
presence and level of free water. In addition,field-slotted PVC piezometers were installed at
three(3)of the boring locations to allow for additional water level measurements. Free water
was observed in the piezometers approximately 30 days after drilling. Water level
measurements are indicated in the upper right hand corner of the boring logs. Water levels
can vary over time with variation in hydrologic conditions and other conditions not apparent
at the time of this report.
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Perched and/or trapped water may be encountered in more permeable zones in the subgrade
soils at times throughout the year. Perched water is commonly encountered in soils
immediately overlying less permeable soils or weathered bedrock. Fluctuations in
groundwater levels and in the location and amount of perched water may occur over time
depending on variations in hydrologic conditions, irrigation activities on surrounding
properties and other conditions not apparent at the time of this report.
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EEC Project No. 1052167
December 17,2005
Page 5
ANALYSIS AND RECOMMENDATIONS
Site Preparation
Any existing vegetation and/or topsoil should be removed from beneath fill, roadway and
building subgrade areas. After stripping and completing all cuts and prior to placement of
any fill,site improvements or pavements,we recommend the exposed soils be scarified to a
minimum depth of 9 inches, adjusted to within t2% of 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 D-698.
Fill soils required to develop the building or pavement subgrades should consist of approved,
low-volume-change materials which are free from organic matter and debris. The on-site
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 and adjusted in moisture content and compacted as
recommended for the scarified soils.
Care should be exercised 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
becoming wet subsequent to construction of the site structures and/or pavements can result in
unacceptable performance of those improvements.
Footing Foundations
Based on the materials observed at the boring locations, we expect the proposed lightly
loaded single-family residences and/or commercial structures could be supported on
conventional footing foundations bearing on the natural site soils or newly placed and
compacted fill developed as outlined above. For design of footing foundations bearing on
the natural site soils or newly placed and compacted fill,maximum net allowable total load
bearing pressures in the range of 1,500 to 2,500 psf appear usable. The net bearing pressure
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EEC Project No. 1052167
December 17,2005
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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.
NIFree groundwater and zones of softer soils were observed at relatively shallow depths below
ground surface at the time of our exploration. Care will be needed to develop suitable
separation of foundation elements from the groundwater. We recommend at least 3 feet of
separation be maintained from the observed groundwater to the bottom of foundation
elements. Soft zones may require overexcavation and backfill to develop acceptable
foundation bearing.
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All proposed bearing soils should be closely evaluated. The soil conditions can best be
evaluated with building specific borings and close observation of open excavations at the
time of construction.
Exterior foundations and foundations in unheated areas should be located at least 30 inches
below adjacent exterior grade to provide frost protection. Formed continuous footings
should have a minimum width of 12 inches and isolated column foundations a minimum
width of 24 inches.
Floor Slab Subgrades
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All existing vegetation and topsoil should be removed from the floor slab areas. After
stripping and completing all cuts and prior to placement of any floor slabs or fill,the exposed
subgrades should be scarified,adjusted in moisture content and recompacted as outlined in
the"Site Development" section of this report.
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. The site lean clay
could be used for fill beneath floor slabs. Those materials should be placed and compacted
as outlined for the site fill soils.
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EEC Project No. 1052167
December 17,2005
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Care should be exercised after development of the floor slab subgrades to prevent
disturbance of the in-place materials. Subgrade soils which are loosened or disturbed by
construction activities or soils which become wet and softened or dry and desiccated should
be removed and replaced or reworked in place prior to placement of the overlying floor slabs.
Below Grade Areas
We recommend installing a perimeter drain system around all below grade areas to reduce
the potential for hydrostatic loads to develop on below grade walls and/or infiltration of
surface water into below grade areas. In general,a perimeter drain system should consist of
perforated metal or plastic pipe, placed around the exterior perimeter of the structure and
sloped to drain to a sump or an outfall where reverse flow cannot occur into the system. The
drain line should be surrounded by a minimum of 6 inches of appropriately-sized granular
filter soil.The filter soil or the drain line should be surrounded by a filter fabric to reduce the
potential for an influx of fines into the system.
Backfill placed above the exterior perimeter drain should consist of approved,low-volume-
change materials which are free from organic matter and debris. The on-site soils could be
used as fill in these areas. The top 2 feet of the backfill should be an essentially cohesive
material to reduce the potential for an influx of surface water into the below grade drain
system. We recommend the fill soils be placed in loose lifts not to exceed 9 inches thick,
adjusted to within f2%of optimum moisture content and compacted to at least 95%of the
material's standard Proctor maximum dry density.
Pavement Subt rades
All existing vegetation and 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 to within ±2% of
optimum moisture content and compacted to at least 95%of the material's standard Proctor
maximum dry density.
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Fill materials required to develop the pavement subgrades should consist of approved,low-
volume-change materials which are free from organic matter and debris. The on-site soils
could be used for fill in these areas. We recommend the fill soils be placed in loose lifts not
to exceed 9 inches thick and adjusted in moisture content and compacted as recommended
for the scarified soils.
The site sandy lean clay/clayey sand may show strc7igth loss and instability when wetted or in
areas were relatively high groundwater level was observed. If construction occurs during wet
periods of the year, or the pavement subgrade elevations approaches the groundwater
elevations, it may be necessary to stabilize the subgrades to allow for the placement of the
overlying pavement section.
It is our opinion fly ash stabilization of the pavement subgrades could be considered to
reduce instability and thereby increase the strength of wetted sandy lean clay subgrade soils.
If fly ash stabilization is used,we recommend stabilization include the addition of 12%class
C fly ash based on dry weights with a 12-inch thick stabilized zone. The fly ash should be
thoroughly blended with the in-place materials,adjusted in moisture content and compacted
to be 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 fly
ash treated soils should be adjusted to be within f2%of standard Proctor optimum moisture
content at the time of compaction. A"suggested specification"for stabilization of subgrade
soils using Class"C" fly ash is included with this report.
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 or soils which become dry and desiccated or wet and softened should
be reworked in-place or removed and replaced prior to paving or,if necessary,removed and
replaced prior to placement of the overlying fill or pavements.
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EEC Project No. 1052167
December 17,2005
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Pavements
We expect traffic on the local roadway will consist of low volumes of automobiles and light
trucks with occasional heavy truck traffic. We anticipate the subgrades in the roadway area
will consist of sandy lean clay and/or fly ash stabilized soils.
Pavement section recommendations are provided below in Table 1. The recommended
pavement sections are minimums and, as such, periodic maintenance should be expected.
Areas expected to carry heavier..trucks or higher traffic volumes may require thicker
pavement sections. We would be pleased to review any pavement section alternatives at your
request.
TABLE 1 —PAVEMENT SECTION RECOMMENDATIONS
t Low Volume Traffic
Section—Composite on Reconditioned Subgrade
Surface Asphalt(Grading S) 3'/:"
Aggregate Base(Class 5 or 6) 6"
Reconditioned Subgrade 9"
Alternative Section—Composite on Stabilized Subgrade
Surface Asphalt(Grading S) 3"
Aggregate Base(Class 5 or 6) 4"
Fly Ash Stabilized Subgrade 12"
Asphalt surfacing should consist of grading S (3/4 inch minus) hot bituminous pavement
consistent with Colorado Department of Transportation(CDOT)requirements. Aggregate
base should be consistent with CDOT requirements for Class 5 or Class 6 aggregate base.
Utility Installation
Bedding around utility pipelines should be placed in accordance with recommendations from
the pipeline designer.Backfill soils placed above the utility lines should consist of approved
materials which are free from organic matter and debris. The on-site soils could be used as
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December 17,2005
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utility backfill. Pipeline backfill should be placed in maximum 9-inch loose lifts,adjusted to
within±2%of optimum moisture content and compacted to at least 95%of standard Proctor
maximum dry density per ASTM Specification D-698. Drying of soils near or below the
water table should be expected for use of those materials as fill.
Septic Systems
Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch for
use of a non-engineered conventional absorption field. In addition, the Weld County
guidelines require that groundwater or bedrock not be encountered within 6 feet of ground
surface at the location of an absorption field. In the southern areas of the site,groundwater
was observed at relatively shallow depths. Shallow bedrock was not observed in the
completed test borings.
Percolation test holes were performed at two(2)locations at the site. The percolation test
rates of 16 minutes per inch and 17 minutes per inch were measured in the near surface soils
at percolation test locations 1 and 2 respectively. Those percolation test rates meet the
criteria for use of a non-engineered conventional absorption field. However,percolation tests
would be required for each ISDS design and an engineered system would be required for any
of the commercial buildings.
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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.
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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 phases to help determine that the design requirements are fulfilled. We
recommend site specific exploration be completed for each individual lot and/or building to
better define subsurface conditions at the respective locations.
This report has.been prepared for, the exclusive use of Willard G. Owens 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 teyuit modified
or verified in writing by the geotechnical engineer.
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4 DRILLING AND EXPLORATION
DRILLING&SAMPLING SYMBOLS:
SS: Split Spoon- 13/8"I.D.,2"O.D.,unless otherwise noted PS: Piston Sample
ST: Thin-Walled Tube-2"O.D.,unless otherwise noted WS: Wash Sample
R: Ring Barrel Sampler-2.42"I.D.,3"O.D.unless otherwise noted
PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit=4",N,B BS: Bulk Sample
I 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:
WI. : Water Level WS : While Sampling
I WCI: Wet Cave in WD: While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB : After Boring ACR: After Casting Removal
III 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.
4 DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK
4 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
!--- 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.
Ill Major constituents may be added as modifiers and minor HARDNESS AND DEGREE OF CEMENTATION:
constituents may be added according to the relative proportions hard tm e an tomrte:
based on grain size. In addition to gradation, coarse grained Difficult to scratch with knife.
soils are defined on the basis of their relative in-place density Moderately Can be scratched easily with knife.
I 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.
II CONSISTENCY OF FINE-GRAINED SOILS Shale.Siltstone and Claystone:
Hard Can be scratched easily with knife,cannot be
Unconfined Compressive scratched with fingernail.
Ill
Strength,Qu,psf Consistency Moderately Can be scratched with fingernail.
Hard
< 500 Very Soft Soft Can be easily dented but not molded with
4 500- 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 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.
N-Blows/ft Relative Density Cemented
0-3 Very Loose
4-9 Loose
II 10-29 Medium Dense
30-49 Dense E E C
50-80 Very Dense
80+ Extremely Dense
1
II
IUNIFIED SOIL CLASSIFICATION SYSTEM
• Soil Classification
Group Group Name
Criteria For Assigning Group Symbols and Group names Using Laboratory Tests Symbol
4 Coarse—Grained Gravels more than aeon Grovels Less
Soils more than 50% of coarse than 5% fines Cu Z4 and <C,,c≤3' GW Well—graded grovel'
50% retained on fraction retained
No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3E GP Poorly—graded gravel'
I Gravels with Fines fines classify as ML or MH GM Silty graven, G.H
mare than 12%
fines Fines classify as CL or CH GC Clayey Gravel''"'
Sands 50% or Clean Sands Less Cu «
>i and 1c43E 5W Well—graded sand'
more coarse than 5% fines
traction posses Cu<6 and/or 1>Cc>3i SP Poorly—graded sand'
No. 4 sieve
Sands with Fines Fines classify as ML or AM SM Silty sand"'
4 more than 12%
fines Fines classify as CL or CH SC Clayey sands"'
Fine—Grained Sifts and Clays inorganic PI>7 and plots on or above 'A"Line4 CL Lean clay-'-a
I Soils 50% or Liquid Limit less
more posses the than 50 PI<4 or plots below
' "Line ML Sflt""
No_ 200 sieve
organic Liquid limit — oven dried Orgonic cloyU.l$
• <0.75 OL
Liquid Limit — not dried Organic silt'' °
Slits and Clays inorganic P1 plots on or above 'A"Line CH Fat clay a''"
Liquid Limit 50 or
more PI plots below `A-tine kW Elastic sat'
organic Liquid Limit — oven dried Organic clay`''
<0.75 OH
Liquid Limit — not dried Organic silt'
U Highly organic sods Primarily organic matter. dark in color, and organic odor PT Peat
''Based on Iht moterfd passing the 3—in. (75— tcij.,n/D < D 9.t sot contains 15 to 29xpius No. 200. odd
own) sieve "tY 'with sand' or 'IOW grvrdr, whichever is
.11 field sample contained cobbles or boulders, predominant.
U rr both. sdd 'with cobbles or boulders, or bath' 'it sal contains 230' plus Na 200
to group name- 7f son can tails 2152 sand add-with•swan d'ta predominantly sand. odd sandy to woo,
ail
CCrowolw with S to 12X fines maul-sit dud name.
• bd= gap name. .if sal contains 2 30X plus Pia. 200
Gw—fit well traded gravel with sit flea dowdy 4_ Cl-1fl., itx dud symbd predominantly navel odd odd 'grimly to group
or SC-94_ name.
0W—GC rest—gradmd grovel with day 't fine+bra organic, add'with organic Monet° e
I GP—G34 poorly—graded gravel with sit P12i and plots on or °hone 'A' Wm.
UGC poorly—graded gravel with day name
tlwcyoupl contains >1$5grard, addwlth grovel' rPl£4 Or plots below A' ine.
*Sands with 5 to 12X Mn rewkn dual is plots an or oboes 'A' line.
box to group mama °Pi plots hdow A' fine.
S*Sin .d1-graded .ond with sit � EL dity limits plats shodtd area, sal b a
SW-SC wet-graded sand with day T X
SP-9,i poorly graded sand with sit
4 SP-SC poorly graded sand with day
ea
e'il
far Oadaveaen et ad a° i '
awl graid- dwsiLn at w 4 gannet,-
70 iet� n.d s
fauaran M'A'-sae
lbrmwatd et Pi-4 to LL-2i1 ,
taw P1-0.73 tt.-m) � Q
a fwaten a'1f-0 '� •
U .--
at Uri{I.R-7, �` '
X . (oral ;
4.
n duo rti.oi ' G
30l-
•
-• 4.
_, HH 0•1OH
a ,
G
m- ,I
ML OL "
I
°° is m 10 a 50 NJ 7a ea s0 ice 110
uQuio UUIT (LL)
I
I
ISUGGESTED SPECIFICATION
TREATMENT FOR MATERIALS IN PLACE WITH CLASS "C" FLY ASH
1. DESCRIPTION
This item shall consist of treating the subgrade, existing subbase or existing base by
pulverization,adding Class"C"fly ash,mixing and compacting of the mixed material to the
required density. This item applies to natural ground or embankment and shall be
constructed as specified herein and in conformity with the typical sections,lines and grades
as shown on the plans or as established by the Engineer.
2. MATERIALS
(a) Fly ash
Fly ash shall meet ASTM Specification 618,Section 3.2,when sampled and tested in
accordance with Sections 4,6 and 8,unless otherwise shown on the plans. Fly ash
shall be of the Class "C" designation containing a minimum of 25 percent CaO.
(b) Water
The water used in the stabilized mixture shall be clean, clear, free of sewage,
vegetable matter, oil, acid and alkali. Water known to be potable may be used
without testing. All other sources shall be tested in accordance with AASHTO T-26
and approved by the Materials Engineer.
3. EQUIPMENT
(a) The machinery, tools and equipment necessary for proper prosecution of the work
shall be on the project site and approved by the Engineer prior to the beginning of
construction operations.
All machinery,tools and equipment used shall be maintained in a satisfactory and
workmanlike manner.
(b) Fly ash shall be stored and handled in closed weatherproof containers until
immediately before distribution on the road.
If storage bins are used,they shall be completely enclosed.
� •
I
I
Suggested Fly Ash Specifications
Page 2
(c) If fly ash is furnished in trucks, each truck shall have the weight of fly ash certified
on public scales or the Contractor shall place a set of standard platform truck scales
or hopper scales at a location approved by the Engineer.
4. CONSTRUCTION METHODS
(a) General
It is the primary purpose of this specification to secure a completed course of treated
material which contains a uniform fly ash/soil mixture with no loose or segregated
areas; has a uniform density and moisture content; is well bound for its full depth;
and, has a smooth surface suitable for placing subsequent courses. It shall be the
responsibility of the Contractor to regulate the sequence of his work; to process a
sufficient quantity of material to provide•full depth as shown on plans; to use the
proper amounts of fly ash; to maintain the work; and, to rework the courses as
necessary to meet the above requirements.
(b) Preparation of Subgrade
Before other construction operations are begun, the subgrade shall be graded and
shaped to enable the fly ash treatment of materials in place,in conformance with the
lines,grades,and thickness shown on the plans. Unsuitable soil or materials shall be
removed and replaced with acceptable material.
The subgrade shall be firm and able to support, without displacement, the
construction equipment and the compaction hereinafter specified. Soft or yielding
subgrade shall be corrected and made stable by scarifying, adding fly ash, and
compacting until it is of uniform stability.
If the Contractor elects to use a cutting and pulverizing machine that will remove the
subgrade material accurately to the secondary grade and pulverize the material at the
same time, he will not be required to expose the secondary grade nor windrow the
material. However,the Contractor shall be required to roll the subgrade,as directed
by the Engineer,before using the pulverizing machine and correct any soft areas that
this rolling may reveal. This method will be permitted only where a machine is
provided which will ensure that the material is cut uniformly to the proper depth and
which has cutters that will plane the secondary grade to a smooth surface over the
entire width of the cut. The machine shall be of such design that visible indication is
given at all times that the machine is cutting to the proper depth.
U
U
I
ISuggested Fly Ash Specifications
Page 3
(c) Application
The fly ash shall be spread by an approved spreader at the rates shown on the plans or
as directed by the Engineer. A motor grader shall not be used to spread the fly ash.
The fly ash shall be distributed at a uniform rate and in such manner as to reduce the
scattering of fly ash by wind to a minimum. Fly ash shall not be applied when wind
conditions, in the opinion of the Engineer, are such that blowing fly ash becomes
objectionable to traffic or adjacent property owners.
(d) Mixing
The soil and fly ash shall be thoroughly mixed by approved rotary mixers or other
approved equipment,and the mixing continued until,in the opinion of the Engineer,
a homogeneous,friable mixture of soil and fly ash is obtained,free from all clods or
lumps. Initial mixing after the addition of fly ash will be accomplished dry or with a
minimum of water to prevent fly ash balls. Water required to achieve the specified
moisture content for the mixture should be added after initial mixing.
If the soil fly ash mixture contains clods, they shall be reduced in size by raking,
lading, disking, harrowing, scarifying or the use of other approved pulverization
methods so that when all nonslaking aggregates retained on the No. 4 sieve are
removed,the remainder of the material shall meet the following requirements when
tested at the field moisture condition or dry by laboratory sieves:
Minimum Passing 1-3/4 inch sieve 100 percent
Minimum Passing No. 4 sieve 60 percent
During final mixing, water shall be added to the materials as directed by the
Engineer,until the proper moisture content has been secured. Water shall be added
through the pulverizing machine or other method acceptable to the engineer to
develop a uniform, controlled rate addition of the needed moisture. Final moisture
content of the mix, prior to compaction, shall not exceed the optimum moisture
content of the mix by more than 2 percent nor by less than the optimum by more than
4 percent. Should the natural moisture content of the soil be above the specified
range, aeration of the soil may be required prior to addition of the fly ash.
I
I
ISuggested Fly Ash Specifications
Page 4
(e) Compaction
Compaction of the mixture shall begin immediately after final mixing of the fly ash
and be completed within one hour following addition of fly ash and water. The
material shall be sprinkled as necessary to maintain the optimum moisture.
t Compaction of the mixture shall begin at the bottom and shall continue until the
'J entire depth of mixture is uniformly compacted to a specified density.
All non-uniform(too-wet,too dry or insufficiently treated)areas which appear shall
be corrected immediately by scarifying the areas affected, adding or removing
material as required and reshaping the recompacting by sprinkling and rolling. The
surface of the course shall be maintained in a smooth condition, free from
undulations and ruts,until other work is placed thereon or the work is accepted.
The stabilized section shall be compacted to the extent necessary to provide the
density specified below:
Description
I For fly ash treated subgrade,existing Not less than 95 percent
subbase or existing base that will receive maximum dry density
subsequent subbase or base courses (ASTM D-698)
For fly ash treated subbase or base Not less than 96 percent
that will receive surface course maximum dry density
(ASTM D-698)
In addition to the requirements specified for density, the full depth of the material
shown on the plans shall be compacted to the extent necessary to remain firm and
stable under construction equipment. After each section is completed, tests as
necessary will be made by the Engineer. If the material fails to meet the density
requirements,the Engineer may require it to be reworked as necessary to meet those
requirements or require the contractor to change his construction methods to obtain
required density on the next section. Throughout this entire operation the shape of
the course shall be maintained by blading,and the surface,upon completion,shall be
smooth and in conformity with the typical section shown on the plans and to the
established lines and grades. Blading should be terminated within two hours after
blending of the fly ash. Should the material, due to any reason or cause, lose the
required stability, density and finish before the next course is placed or the work is
accepted,it shall be reprocessed,recompacted and refinished at the sole expense of
the Contractor. Reprocessing shall follow the same pattern as the initial stabilization,
including the addition of fly ash.
I
ISuggested Fly Ash Specifications
Page 5
(f) Finishing, Curing and Preparation for Surfacing
After the final layer or course of the treated subgrade, subbase or base has been
compacted,it shall be brought to the required lines and grades in accordance with the
typical sections.
(1) The resulting base surface shall be thoroughly rolled with a pneumatic tire
roller and"clipped","skinned"or"tight bladed"by a power grader to a depth
of approximately 1/4 inch,removing all loosened stabilized material from the
section. Recompaction of the loose material should not be attempted. The
surface shall then be thoroughly compacted with the pneumatic roller,adding
small increments of moisture as needed during rolling. If plus No. 4
aggregate is present in the mixture,one complete coverage of the section with
the fat wheel roller shall be made immediately after the"clipping"operation.
When directed by the Engineer, surface finishing methods may be varied
from this procedure provided a dense, uniform surface, is produced. The
moisture content of the surface material must be maintained within the
specified range during all finishing operations. Surface compaction and
finishing shall proceed in such a manner as to produce,in not more than two
hours,a smooth,closely knit surface,free of cracks,ridges or loose material
conforming to the crown,grade and line shown on the plans.
(2) After the fly ash treated course has been finished as specified herein, the
surface shall be protected against rapid drying by either of the following
curing methods for a period of not less than three days or until the surface or
subsequent courses are placed:
(a) Maintain in a thorough and continuously moist condition by
sprinkling.
(b) Apply a two-inch layer of earth on the completed course and maintain
in a moist condition.
(c) Apply an asphalt membrane to the treated course,immediately after
same is completed. The quantity and type of asphalt approved for use
by the Engineer shall be sufficient to completely cover and seal the
I total surface of the base between crown lines and all voids. If the
Contractor elects to use this method, it shall be the responsibility of
the contractor to protect the asphalt membrane from being picked up
by traffic by either sanding or dusting the surface of same. The
asphalt membrane may remain in place when the proposed surface or
other base courses are placed.Asphaltic emulsions are not acceptable
for the asphaltic membrane.
I
I
I
•
I
PHOTO # 1
I ,
I
I
PHOTO # 2
OWENS' DEVELOPMENT
WELD COUNTY,COLORADO
EEC PROJECT No. 1052167
DECEMBER 2005
I
I1 COLORADO HIGHWAY 392
ILEGEND
IO SITE PHOTOS I
I N I.B-2 BORING LOCATION!
I.P-2 PIEZOMETER LOCATION!
NOT TO SCALE wows' ' "SI%I6GIIM'o 1611Yw 6P a.
IREM AREA / 1
rl *6 Imo+
.2 •M$ ( P-1
P-1
N 3 *4
IC�
M PERC AREA 81TE8TREBULTS 'e``
(e, * B-2
N 81-17.14 MINI?C11 44-26.67 MNINCII
I _ o 01-12.63 MIN/INCH 8 5-15 84114/81E15 PERC AREA2
83-16MIHI1CH /6-I6MEWNCH 4 0
0 AVERAGE-I727MILIIJCII �4e � '• 6 B-3
CC «2*5 P-2�
PERC AREA A'2TF87RFSIE.TB 4 _
).- a1-21.8/MIWINCH ♦4-242MN4NCH A3w4
I— 82-12.63 MN4NCH 85-26.67 MNUINCR
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8 3-14.12 MRVINCH 8 6-20141144•05
``" AVERAGE-162N 8 M 'NCH
U
J
W
$ 8-5
P-3
I * 8-4
(---BARN
I
IF---- HOUSE
I * B-6
I
I BORING LOCATION DIAGRAM
OWENS' DEVELOPMENT
WELD COUNTY, COLORADO
IEEC PROJECT NO: 1052167 DATE: DECEMBER 2005
IEARTH ENGINEERING CONSULTANTS
OWENS'DEVELOPMENT
WELD COUNTY,COLORADO
,
i.......- PROJECT NO: 1062167 DATE: DECEMBER 2005
LOG OF MORING B-1,P-1
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: 88 START DATE 11111/3006 wnLE IMU.IJIO 12.r
AUGER TYPE:4"CFA FINON DATE 11111/2006 AFTER DRLLING(30 days) 112
SFT HAMMER:MANUAL SURFACE ELEV NSA WA
_
SOIL DESCRIPTION — D N OU DC DD MEETS -lea SWELL
1 T�*Q 1UT), Pin PEE) IIN (PalLL PI by PRESSURE %kreo Pei
0$"Topsoil end Vegetation — —
1
SANDY LEAN CLAY/CLAYEY SAND(CL/SC) _ _
brown to tight brown 2
stM to very stiff — —
3
4
3E -5 9-- 9000+ 12.6
8
7
-8
ji -8
CS 1-0 6 2500 19.6 101.9 32 17 , 51.2 4500 pal None
4 .......... 1-1
1-2
1 SILTY SAND(SSA) 1-3
Ipht brown — —
I medium dense 14
with gravels
SS 1-5 10 500 20.5
I BOTTOM Of BORING AT 15.5 16
_
17
18
19
ill -
20 .
21
ill - _
22
24
I 25
Earth Engineering Consultants
I
•
I ., OWENS'DEVELOPMENT
WELD COUNTY,COLORADO
'� PROJECT NO 1062167 DATE: DECEMBER 200E
LOG OF BORING B-2
I RIG TYPE: CME46 _ SHEET 1 OF 2 WATER DEPTH
FOREMAN: BE START DATE 11/11/2006 WHILE DRILLING 12 a
AUGER TYPE: 4`CFA RNIBII DATE 11/11/2005 ,AFTER DRn LNG(30daya) NIA
SPT HAMMER: MANUAL SURFACE ELEV N/A N/A
SOIL DESCRIPTION 0 N ou MC 00 A-111011 ,200 *WELL
I I Try ( T) (P1P) 1%) Mai LL PI (%) PREfUURI %OMs PSI
0-6 Topsoil end Vegetation
1
I SANDY LEAN CLAY/CLAYEY SAND(CL/SC) — —
brown to light brown 2
sun ST — — — 7000 12 6 106.3 26 6 43.7 <600 pal None
with various amounts o1 sand 3
I SS — _ 16 — 6.2
4
6
I SILTY SAND(SM) —
I*4 brown 8
medium dense _ _
8
- -
g
I
SS 1-0 11 1500 17.3
I11
1-2
13
I 1-4
SS 1-6 12 - 23.0
I 1-8
1-7
1 18
19
I 20
21
22
H2-3
24
1 continued on shell 2 of 2 2-6
Earth Engineering Consultants
I
1
OWENS'DEVELOPMENT
WELD COUNTY,COLORADO
PROJECT NO: 1062167 DATE DECEMBER 2008
LOG OF BORING B-2
RIG TYPE: CME48 SHEET 2 OF 2 WATER DEPTH
FOREMAN: BE START DATE 11n1/2005 waltz DRILLING 12.0
AUGER TYPE:r CFA AMEN GATE 11111/2068 AFTER GRILLING(30 days) N/A
EPT NAM INt MANUAL. SURFACE ELEV NIA NIA
SOS.DESCRIPTION DN QU SIC DO A1IMIT6
21a a1MiLt.
'Mtn n (P— OI MIMIWIt[ %�sss Mf
ca itirwad from sheet 1 0!2
26
SANDY LEAN CLAY(SM)
light brown 27
medium drone
—
28
3-O
31
3-2
33
POORLY GRADED GRAVEL(GP) _
Isght brown 34
3-6
3-6
37
36
3-9
40
4-1
4-2
BEDROCK
BOTTOM OF BORING AT 42.5 43
4-4
4-6
46
4-7
46
4-9
60
Earth Engineering Consultants
U
OWENS'DEVELOPMENT
WELD COUNTY,COLORADO
PROJECT NO 1062167 DATE: DECEMBER 200E
LOG OF BONG U-S,P,2
RIG TYPE: CME46 SHEET i OF 2 ��� WATER DEPTH
FOREMAN: 85 START DATE 1111 NI
*MILE DRILLING None
AUGER TYPE M CPA MINIM DATE _ 11/11/2005 AFTER DRILLING(30 days) r
OPT MAMNER: MANUAL SURFACE ELEV NIA N/A
SOIL DESCRIPTION I f � 0 N CU MUMS DO Ala .Bp e awd 1'T (�T1 4� T1-. Owl (%1 (pal LL PI 1%) PRdstRe %q Boo PIP
0-G Topsoil and Vegetation
1
SANDY LEAN CLAY/CLAYEY SAND(CL/SC) — —
brown to light brown 2
medium stiff
3
4
SS 6 9 1600
_ 200
6
8
CS 10 7 1000 19.1 106.4
1 11
12
13
—1-4
SS 16 6 _ 23.0
BOTTOM OF BORING AT 15.5' 18
17
I 18
1-9
! 20
2-1
2-2
23
24
2-5
Earth Engineering Consultants
OWENS'DEVELOPMENT
WELD COUNTY,COLORADO
PROJECT NO: 1052167 DATE: DECEMBER 2006
LOG OF BORING B-4
RIG TYPE: CME46 SHEET 1 OF 1 WATER DEPTH
4
FOREMAN: BB START DATE 11111/2006 WHILE DRILLING 4
AUGER TYPE: 4'CFA FINISH DATE 11/11/2006 AFTER DRILLING(30 days) NIA
SPY HAMMER: MANUAL SURFACE ELEV WA NIA
SOIL DESCRIPTION D N GU NC DD M. TS .710 SWELL
r77PQ 41667) n , per) A) PCP) a PI 0% Pl MUS! ice 400 PSI
0.8"Topsoil and Vegetation _ _
1
SANDY LEAN CLAY/CLAYEY SAND(CUSC) _ _
brown to light frown 2
madam stiff ST _ _ — 1000 21.9 . 104.1 27 10 50.2 c500 psi Nona
sand'messing with depth 3 .
SS - — 2 — 20.4
4
_ _ll 8
Ill —7
8 N , _9
SS 10 6 1000 30.0
if _ _
11
12
N _ _
13
N 14
58 16 10 2600 23.6 ,
— _
NBOTTOM OF BORING AT 15.5 18
III _1-7
—18
19
20
2-1
2-2
IIL`^ 2-3
2-4
ill 2-6
Earth Engineering Consultants
RI
OWENS'DEVELOPMENT
WELD COUNTY,COLORADO
PROJECT NO: 1062167 DATE: DECEMBER 2008
LOG OF BORING sa P4
MG TYPE CME66 SHEET 1 OF 1 WATER DEPTH
FOREMAN: OS START DATE 11PHI2006 WHILE DRILLNG 6'
AUGER TYPE C CM FRESH DATE 11H1/W06 AFTER DRILLING(30 days) LLT
SP7 IWIMER: MANUAL SURFACE ELEV WA WA
SOIL DESCRIPTION D N OY MC OD MYrTS 400 EMI
1„R Pan (6LOWFRII (Pin 4%) RQ) LL H OH PRESSURE Y S OOO PIP
DS Topsoil and Vegetation _ _
1
SANDY LEAN CLAY/CLAYEY SAND(CL/SC) — —
boom b line brown 2
medium s00 _ _
with various amounts of sang 3
_4
CS -5 5 1000 21.6 101.9 29 13 49.4 400 pet None
6
—7
8
9
SS 10 14 1500 as
1-1
12
13
1-4
S8 15 7 — L.3
BOTTOM OF BORING AT 15.5' 18
17
1-8
1-0
20
2-1
2-2
23
24
26
Earth Engineering Consultants
1
I
OWENS'DEVELOPMENT
WELD COUNTY,COLORADO
PROJECT NO: 1062167 DATE: DECEMBER 2006
LOO OP DORM B-6
MO TYPE: CME46 SHEET 1 OF 1 WATER DEPTH
FOREMAN: BS START DATE 1111112005 DRILLING r
MOM TYPE 4 CFA FINISH DATE 11/1112006 AFTER DRILLING(30 days} NIA
VT HAMMER: MANUAL SURFACE ELEV NIA _ N/A
_
SOIL DESCRIPTION o N T Ill ac DD 1.4.11M6 480 'WELL
�7YrE Q>�1) I (5Lwwd►) PP'P1 04 (Pc7} LL P1 O% MUMS % a10►DF
G$Topsoil and Vsgetatian - -
1
I SANDY LEAN CLAY/CLAYEY SAND(CL/SC) - -
brown to light Oman 2
medium stiff - -
3
4-
SS -6 6 1600 23.6
1
I --7-
8
l
CS 1-0 10 - 26.4
r
11
1-2
I 13
I 1-4
SS 1-6 10 1000 261
IBOTTOM OF BORING AT 15.5' 1-6
17
I 18
19
I 20 ,
21
1 22
1 23
24
1 26 1
Earth Engineering Consultants
1
Hello