HomeMy WebLinkAbout20142891.tiff PRELIMINARY GEOTECHNICAL SUBSURFACE EXPLORATION REPORT
PROPOSED GODDARD I NVESTM ENTS PROPERTY PUD
EAST OF ELM STREET AND WELD COUNTY ROAD 15%
(A PORTION OF THE N %OF THE SE%OF SECTION 8,T2N, R67W OF THE 6TH P.M.)
Fl RESTONE,WELD COUNTY, COLORADO
SOI LOGIC#13-1098
August 16,2013
SO LOGIC
SO LOGIC
August 16, 2013
Water Supply, LLC
9075 Weld County Road 10
Fort Lupton, Colorado 80621
Attn: Mr. Tommy Raye
Re: Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property
East of Elm Street and Weld County Road 151/2
Firestone, Weld County, Colorado
Soilogic Project# 13-1098
Mr. Raye:
Soilogic, Inc. (Soilogic) personnel have completed the preliminary geotechnical
subsurface exploration you requested for the Goddard Investments property to be
developed as a single-family residential development in Firestone, Weld County,
Colorado. The results of our preliminary exploration are included with this report.
The subsurface materials encountered in the completed test borings consisted of
approximately 4 inches of topsoil underlain by brown/beige/rust silty sand. The silty
sand was slightly clayey in places in the upper part and contained sandy lean clay/clayey
sand interbeds/lenses with depth, generally varied from loose to medium dense in terms
of relative density and showed no swell potential at current moisture and density
conditions. The silty sand extended to the bottom of boring B-1 at a depth of
approximately 15 feet below present site grade. At boring locations B-2 and B-3, the
silty sand extended to depths of approximately 14 and 9 feet below ground surface,
respectively, and was underlain by olive/gray/rust interbedded sandstone/siltstone/
claystone bedrock of varying composition. The bedrock varied from firm to hard in
consistency, showed low swell potential at in-situ moisture and density conditions and
extended to the bottom of borings B-2 and B-3 at a depth of approximately 15 feet below
present site grade.
Groundwater was not encountered in borings B-1 and B-2 to the full depth of exploration,
about 15 feet below present site grade, at the time of drilling. These borings remained
dry to the depth explored when checked 24 hours after completion of drilling.
Soilogic, Inc.
4350 State Highway 66 • Longmont, CO 80504• (970) 535-6144
P.O. Box 1121 • Hayden, CO 81639• (970) 276-2087
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property-East of Elm Street and WCR 15'/
Firestone, Weld County,Colorado
Soilogic# 13-1098
2
Groundwater was measured at a depth of about 10 feet below ground surface in boring B-
3 when checked immediately after drilling and approximately 24 hours later.
Based on the subsurface conditions encountered and type of construction proposed, we
expect the proposed lightly-loaded residential structures could be constructed with
conventional spread footing foundations and floor slabs bearing on the site silty sand,
lean clay/clayey sand, underlying interbedded sandstone/siltstone/claystone bedrock with
low swell potential or properly-placed and compacted fill materials. With the presence of
comparatively shallow groundwater in some areas of the site, care will be needed to
maintain adequate separation distances between site groundwater and finish basement
floor slab levels. Provided finished site grade is within 2 to 3 feet of existing grades at
the site, it does not appear that raising site grades or installation of an underdrain system
would be required to facilitate basement construction. The site silty sand also appears
suitable for support of site pavements and exterior flatwork. Depending on finish site
grading, stabilization of the pavement subgrades may be necessary to develop a suitable
paving platform.
With the suitable percolation rates established in the near-surface soils and depths to
bedrock and groundwater encountered in the completed site test borings, conventional
septic systems appear suitable to treat wastewater generated by the site residences.
Pavement section design estimates are also provided. If asphaltic or Portland cement
concrete pavements will be used, a final subsurface exploration and pavement design
report for the interior site roadways should be completed once the roadways have been
cut to approximate finish grade and utilities installed. Other preliminary opinions and
recommendations concerning design criteria and construction details for the proposed site
improvements are included with this report. Site-specific explorations and percolation
testing should be completed for each of the individual residential structures after
infrastructure development of the site has been completed in order to develop design-
level information.
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property-East of Elm Street and WCR 15'/
Firestone, Weld County,Colorado
Soilogic# 13-1098
3
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 way,please do not hesitate to contact us.
Very Truly Yours,
Soilogic, Inc. Reviewed by:
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Darrel DiCarlo, P.E. Wolf von Carlowitz, P.E.
Senior Project Engineer Principal Engineer
PRELIMINARY GEOTECHNICAL EXPLORATION REPORT
GODDARD INVESTMENTS PROPERTY PUD
EAST OF ELM STREET AND WELD COUNTY ROAD 15%
FIRESTONE,WELD COUNTY, COLORADO
SOI LOGIC #13-1098
Augu& 16, 2013
INTRODUCTION
This report contains the results of the preliminary geotechnical subsurface exploration
completed for the Goddard Investments Property, to be developed as single-family
residential, located just east of the Town of Firestone, in Weld County, Colorado. The
purpose of our investigation was to describe the subsurface conditions encountered in the
completed site test borings and develop preliminary recommendations concerning
development of the site, design and construction of local access roadways and support of
residential foundations and floor slabs. Our opinion concerning the suitability of the site
soils to support on-site Individual Sewage Disposal Systems (ISDS) is also included. The
conclusions and recommendations outlined in this report are based on results of the
completed field and laboratory testing, our experience with subsurface conditions in this
area and any other information discussed.
PROPOSED CONSTRUCTION
The Goddard Investments Property PUD will include a total of 15 lots ranging in size
from approximately 2 to 6 acres to be developed as single-family residential. We expect
site residences will be lightly-loaded one or two-story wood-frame structures constructed
with full basements. Foundations loads for residences would be expected to be relatively
light, with continuous wall loads less than 3 kips per lineal foot and individual column
loads less than 75 kips. Wastewater generated by residences will be disposed of through
on-site individual sewage disposal systems (ISDS). Construction of an all-weather
surfaced or asphalt paved local access roadway system is also anticipated as part of the
proposed site improvements. Small grade changes are anticipated to develop finish site
grades.
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
2
SITE DESCRIPTION
In general, the site appears to have been used for agricultural purposes in the recent past.
Undeveloped/agricultural land borders the property to the north, east and west, while
rural residential development is present to the west. The development site includes a
total of approximately 67 acres and is located east of the intersection of Elm Street and
Weld County Road 15%, just east of the Town of Firestone in the N %z of the SE 'A of
Section 8, Township 2 North, Range 67 West of the 6`h Principal Meridian in Weld
County, Colorado. At the time of our site exploration, the approximate western one-half
of the site appeared to have been recently tilled and was generally devoid of vegetation,
while the eastern half of the site was sparsely vegetated in grasses and weeds. Overall,
site drainage was toward the west-northwest. Based on review of available USGS
topographic quad maps of the area, the maximum difference in ground surface elevation
across the site is estimated to be on the order of about 50 feet. The Coal Ridge Ditch, a
medium-sized, earth-lined irrigation lateral, was observed near the approximate south
half of the eastern property boundary. This ditch was observed to be carrying water at
the time of our site exploration. The site has also been drilled for oil/gas production in
the past, as evidenced by several well-heads, tank batteries and other associated
collection equipment both on and adjacent to the property. Evidence of prior building
construction was not observed on the development parcel at the time of drilling.
SITE EXPLORATION
Field Exploration
To develop subsurface information on the development parcel, a total of three (3) test
borings were drilled to a depth of approximately 15 feet below present site grades across
the property. The boring locations were established in the field by Soilogic personnel
based upon a proposed development sketch plan provided by a representative of the
client, using a mechanical surveyor's wheel and estimating angles from identifiable site
references. The boring locations should be considered accurate only to the degree
implied by the methods used to make the field measurements. A diagram indicating the
approximate boring locations is included with this report. Graphic logs of each of the
auger borings are also included.
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
3
The test holes were advanced using 4-inch diameter continuous-flight auger, powered by
a truck-mounted CME-55 drill rig. Samples of the subsurface materials were obtained at
regular intervals using California barrel sampling procedures in general accordance with
ASTM specification D-1586. As part of the D-1586 sampling procedure, the standard
sampling barrel is driven into the substrata using a 140-pound hammer falling a distance
of 30 inches. The number of blows required to advance the sampler a distance of 12
inches is recorded and helpful in estimating the consistency, relative density or hardness
of the soils or bedrock encountered. In the California barrel sampling procedure,
relatively undisturbed samples are obtained in removable brass liners. Samples of the
subsurface materials obtained in the field were sealed and returned to the laboratory for
further evaluation, classification and testing.
Laboratory Testing
The samples collected were tested in the laboratory to measure natural moisture content
and visually or manually classified in accordance with the Unified Soil Classification
System (USCS). The USCS group symbols are indicated on the attached boring logs.
An outline of the USCS classification system is included with this report. Classification
of bedrock was completed through visual and tactual observation of disturbed samples.
Other bedrock types could be revealed through petrographic analysis.
Dry density, Atterberg limits, -200 wash and swell/consolidation tests were completed on
selected samples to help establish specific soil characteristics. Atterberg limits tests are
used to determine soil plasticity. The percent passing the #200 size sieve (-200 wash) test
is used to determine the percentage of fine grained soils (clay and silt) in a sample.
Swell/ consolidation tests are performed to evaluate soil volume change potential with
variation in moisture content. The results of the completed laboratory tests are outlined
on the attached boring logs and swell/consolidation test summaries.
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
4
SUBSURFACE CONDITIONS
The subsurface materials encountered in the completed test borings consisted of
approximately 4 inches of vegetation and/or topsoil underlain by brown/beige/rust silty
sand. The silty sand was slightly clayey in places in the upper pail and contained sandy
lean clay/clayey sand interbeds/lenses with depth, generally varied from loose to medium
dense in terms of relative density and showed no swell potential at current moisture and
density conditions. The silty sand extended to the bottom of boring B-1 at a depth of
approximately 15 feet below present site grade. At boring locations B-2 and B-3, the
silty sand extended to depths of approximately 14 and 9 feet below ground surface,
respectively, and was underlain by olive/gray/rust interbedded sandstone/siltstone/
claystone bedrock of varying composition. The bedrock varied from firm to hard in
consistency, showed low swell potential at in-situ moisture and density conditions and
extended to the bottom of borings B-2 and B-3 at a depth of approximately 15 feet below
present site grade.
The stratigraphy indicated on the included boring logs represents the approximate
location of changes in soil and bedrock types. Actual changes may be more gradual than
those indicated.
Groundwater was not encountered in borings B-1 and B-2 to the full depth of exploration,
about 15 feet below present site grade, at the time of drilling. These borings remained
dry to the depth explored when checked 24 hours after completion of drilling.
Groundwater was measured at a depth of about 10 feet below ground surface in boring B-
3 when checked immediately after drilling and when checked approximately 24 hours
later.
Groundwater levels will vary seasonally and over time based on weather conditions, site
development, irrigation practices and other hydrologic conditions. Areas of perched
and/or trapped groundwater conditions may also be encountered at times throughout the
year. Perched water is typically encountered in soils overlying less permeable soil layers
and/or bedrock. Trapped water is typically encountered within more permeable zones of
layered soil and bedrock systems. The location and amount of perched/trapped water can
also vary over time.
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
5
ANALYSISAND RECOMMENDATIONS
Site Development
All existing topsoil and vegetation should be removed from the roadway and any
proposed overlot grading fill areas. After stripping and completing all cuts and prior to
placement of any fill or overlying improvements, we recommend the exposed subgrade
soils be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at
least 95% of the materials standard Proctor maximum dry density. The moisture content
of the reconditioned subgrade soils should be adjusted to be within the range of+2% of
standard Proctor optimum moisture content at the time of compaction.
Fill soils required to develop the site should consist of approved low-volume-change
(LVC) soils free from organic matter, debris and other objectionable materials. Based on
results of the completed laboratory testing, it is our opinion the site silty sand overburden
soils could be used as fill to develop the site provided care is taken to develop the proper
moisture content in those materials at the time of compaction. If it is necessary to import
fill material to the site, those materials should consist of approved LVC soils free from
organic matter, debris and other objectionable materials. Soils imported for use in
structural areas of the site should contain a minimum of 20% fines (material passing the
#200 size sieve) in order to reduce the potential of those materials to pond and transmit
water. Fill soils should be approved prior to use. We recommend the site silty sand and
lean clay/clayey sand or similar materials be placed in loose lifts not to exceed 9 inches
thick, adjusted in moisture content and compacted as recommended for the scarified soils
above.
Care should be taken to avoid disturbing the prepared subgrade soils and placed fill
materials prior to construction of any overlying improvements. Subgrade soils which are
disturbed by construction activities or allowed to become wet and softened or dry and
desiccated should be removed and replaced or reworked in place prior to placement of
any overlying improvements.
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
6
Conventional Spread Footing Foundations
Based on the materials encountered in the completed site borings and results of
laboratory testing, we expect lightly-loaded residential structures could be supported on
conventional footing foundations bearing on natural site soils/bedrock with low swell
potential or properly-placed and compacted fill soils developed as outlined above.
For design of footing foundations bearing on natural, undisturbed, site silty sand, lean
clay/clayey sand or interbedded bedrock with low swell potential or properly-placed and
compacted fill developed as outlined above, maximum net allowable soil bearing
pressures in the range of 1,000 to 2,500 psf appear usable. Sizing footings to maintain
minimum dead-load pressures between 500 and 1,000 psf may be required if footings
bear on low swelling bedrock materials. Site specific explorations should be completed
for the proposed site structures to help better define subsurface conditions in the building
areas.
Floor Slabs
Based on results of the completed field and laboratory testing, we expect residence floor
slabs could be supported directly on or immediately above natural, undisturbed site
soils/bedrock with low swell potential or properly-placed and compacted fill soils
developed as outlined above.
Care should be taken to avoid disturbing floor slab subgrades prior to concrete placement.
Subgrade soils expected to receive floor slab concrete should be evaluated closely prior
to concrete placement. If areas of disturbed subgrade soils develop during construction,
those materials should be removed and replaced or reworked in place prior to placement
of the overlying improvements.
Basement Construction
We typically recommend maintaining a three (3) foot separation between finish floor slab
elevation and measured groundwater in order to account for seasonal variations in the
level of groundwater. Based on current groundwater and anticipated grading to achieve
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
7
finished site grade (assuming cuts less than 3'), it does not appear that shallow
groundwater will limit or preclude the construction of full depth basements on this site.
We recommend perimeter drain systems be installed around all below-grade areas to help
reduce the potential for development of hydrostatic pressures behind below-grade walls
and water infiltration into the basement areas. Perimeter drain systems should consist of
perforated drain pipe surrounded by a minimum of six (6) inches of free-draining gravel.
A filter fabric should be considered around the free-draining gravel or perforated pipe to
reduce the potential for an influx of fine-grained soils into the systems. The drain pipes
should be placed at approximate foundation bearing level at the high point of the system,
run around the exterior perimeter of the below-grade areas with a minimum slope of 1/
inch per foot to facilitate efficient water removal and be designed to discharge to a sump
pit and pump system or free outfall. If free outfalls will be considered, measures to help
reduce the potential for reverse flow and animal access into the systems should be
considered.
Backfill placed adjacent to the below grade walls should consist of LVC-potential and
relatively impervious soils which are free from organic matter, debris and other
objectionable materials. The site overburden soils and thoroughly-processed interbedded
bedrock could be used as fill in these areas. The backfill soils should be placed in loose
lifts not to exceed 9 inches thick, adjusted to be within±2% of standard Proctor optimum
moisture content and compacted to at least 95% of the materials standard Proctor
maximum dry density.
Excessive lateral stress can be imposed on below-grade walls when using heavier
mechanical compaction equipment. We recommend compaction of unbalanced basement
wall backfill be completed using light mechanical or hand compaction equipment.
Utility I natal lation
Bedding around utility pipelines should be placed in accordance with recommendations
from the pipeline designer. Backfill soils placed above pipelines should consist of
approved materials which are free from organic matter, debris and other objectionable
materials. The on-site silty sand, lean clay/clayey sand and processed interbedded
bedrock could be used as pipeline backfill. Pipeline backfill should be placed in
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
8
maximum 9-inch loose lifts, adjusted to within ±2% of standard Proctor optimum
moisture content and compacted to at least 95% of the materials standard Proctor
maximum dry density.
Care will be needed to insure utilities are not placed on or above disturbed or sloughed
materials. In addition, care will be needed to develop stable side slopes in pipeline
trenches excavated through the silty sand overburden soils.
Cuts below groundwater elevation will require dewatering to facilitate proper
construction. We expect a majority of the dewatering procedures could be completed
through open pumping procedures in sumps fed from ditches or sloped trench
excavations. If deeper utility installation is required in areas of cleaner sands, well-point
dewatering systems may be required.
Individual Sewage Disposal Systems
Three sets of percolation tests were completed as part of this preliminary subsurface
exploration. Average percolation rates of 24.3, 33.2 and 34.6 minutes per inch were
established in the near-surface soils as part of the above-referenced evaluation. In
addition, neither groundwater nor bedrock were encountered within 8 feet of present
ground surface in the borings completed as part of this exploration. Based on the results
of percolation testing performed at this site and the subsurface stratigraphy encountered
in the completed site borings, we expect conventional septic systems could be
constructed for the proposed residences.
Local Access Roadway
We expect the subgrade soils in the area of the local access roadway will consist of silty
sand with lean clay/clayey sand interbeds/lenses. The silty sand showed no swell
potential at current moisture and density conditions and in our opinion could be used for
support of the overlying all-weather or asphaltic concrete roadway surfacing. Roadway
subgrade soils should be developed as outlined in the "Site Development" portion of this
report.
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
9
The load-carrying capacity of all-weather surfacing and/or asphalt pavements would be
most dependent on subgrade strength. Care will be required at the time of construction to
ensure stable subgrade soils are developed immediately prior to surfacing/paving. The
site silty sand and lean clay/clayey sand would be particularly susceptible to strength loss
and instability when elevated in moisture content with a tendency to rut and pump when
wetted. Depending on the time of year when construction occurs and other hydrologic
conditions, stabilization of site pavement subgrades may become necessary to develop a
suitable paving platform. If required, we recommend consideration be given to
stabilization of the pavement subgrades with Class C fly ash. Fly ash stabilization can
also eliminate some of the uncertainty associated with attempting to pave during periods
of inclement weather. Care should be taken to develop adequate drainage across the
surface of the roadway and away from the edges of the pavements. Water which is
allowed to pond on or adjacent to the roadways can result in a loss of subgrade support
and unsatisfactory performance over time.
Materials used to develop all-weather surfaced areas should consist of select granular
materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 sieve
analysis specifications. Aggregate base, recycled asphalt pavement (RAP) or recycled
concrete materials could be considered for use. We recommend a minimum of six (6)
inches of granular surfacing be developed for all-weather surfaced roadway pavements.
For preliminary design estimates, if asphaltic concrete pavements will be used, a
pavement section consisting of 4 inches of asphaltic concrete overlying 6 inches of
aggregate base course could be used for preliminary estimates for local residential
roadways. Aggregate surfacing should be placed in loose lifts not to exceed 9 inches
thick, adjusted to within +2% of standard Proctor optimum moisture content and
compacted to at least 95% of the material's standard Proctor maximum dry density.
Asphaltic concrete should be placed and compacted in accordance with Town of
Firestone guidelines. With the intrinsic qualities of gravel-surfaced drive/parking areas,
periodic maintenance efforts should be expected.
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
10
Drainage
Positive drainage is imperative for long term performance of any proposed site structures
and associated site improvements. We recommend positive drainage be developed away
from all site structures and pavement areas to reduce the potential for wetting of the
foundation bearing and pavement subgrade soils. Water which is allowed to pond
adjacent to site improvements can result in unsatisfactory performance of those
improvements over time.
LIMITATIONS
This report was prepared based upon the data obtained from the completed site
exploration, laboratory testing, engineering analysis and any other information discussed.
The completed borings provide an indication of subsurface conditions at the boring
locations only. Variations in subsurface conditions can occur in relatively short distances
away from the borings. This report does not reflect any variations which may occur
across the site or away from the borings. If variations in the subsurface conditions
anticipated become evident, the geotechnical engineer should be notified immediately so
that further evaluation and supplemental recommendations can be provided.
The scope of services for this project does not include either specifically or by
implication any biological or environmental assessment of the site or identification or
prevention of pollutants or hazardous materials or conditions. Other studies should be
completed if concerns over the potential of such contamination or pollution exist.
The geotechnical engineer should 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. The geotechnical
engineer should also be retained to provide testing and observation services during
construction to help determine that the design requirements are fulfilled.
This report has been prepared for the exclusive use of our client for specific application
to the project discussed and has been prepared in accordance with the generally accepted
standard of care for the profession. No warranties express or implied, are made. The
Preliminary Geotechnical Subsurface Exploration Report
Goddard Investments Property PUD -E. of Elm Street and WCR 15'72
Firestone, Weld County, Colorado
Soilogic# 13-1098
11
conclusions and recommendations contained in this report should not be considered valid
in the event that any changes in the nature, design or location of the project as outlined in
this report are planned, unless those changes are reviewed and the conclusions of this
report modified and verified in writing by the geotechnical engineer.
o_
AUGUST 2013 BORING LOCATION DIAGRAM SO LOGIC
PROJECT # 13-1098
:firestone
@
a
N 1 2 3 >.
C7
O
O
w 6 5 4 f
60' ROW 0
T @ J
v
O g @ A
N 6 ' OI
> _ a
L L a
-C rn •m
E O _a
v
N
Vj 1 2 3
C B-1 PERCOLATION TFST RFSI TS E NOT TO SCALE
1 = 40.0 MIN/INCH `
2 = 30.0 MIN/INCH 6 5 4
3 = 40.0 MIN/INCH
4 = 45.0 MIN/INCH
5 = 30.0 MIN/INCH j
6 = 22.5 MIN/INCH - C.1 B-3 PERCOLATION TEST RESULTS
AVG = 34.6 MIN/INCH 1 = 45.0 MIN/INCH
2 = 36.0 MIN/INCH
B-2 PERCOLATION TEST RESULTS 3 = 32.7 MIN/INCH
I = 22.5 MIN/INCH 1 2 3 4 = 32.7 MIN/INCH
� ,
2 = 27.7 MIN/INCH c 5 = 20.0 MIN/INCH
3 = 25.7 MIN/INCH , 6 = 32.7 MIN/INCH
4 = 36.0 MIN/INCH 6 5 4 AVG = 33.2 MIN/INCH
5 = 18.9 MIN/INCH
6 = 15.0 MIN/INCH Irrigation
AVG = 24.3 MIN/INCH headgate
and
Pond
4
GODDARD INVESTMENTS PROPERTY PRELIMINARY & PERCOLATION TESTING
EAST OF ELM STREET AND WELD COUNTY ROAD 15.5, FIRESTONE, COLORADO
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5,FIRESTONE,COLORADO
Project13-1098
August 2013 SO LOGIC
LOG OF BORING B-1
Sheet 1/1 Drilling Rig: CME 55 Water Depth Information
Start Date 7/30/2013 Auger Type: 4"CFA During Drilling None
Finish Date 7/30/2013 Hammer Type: Automatic After Drilling None
Surface Elev. - Field Personnel: DJD/BMc 24 Hours After Drilling None
N 2 Estimated Swell %Passing
SOIL DESCRIPTION Depth E "N" MC DD q„ %Swell @ Pressure Atterberg Limits #200 Sieve
(ft) m" (%) (pcf) (psf) 500 psf (psf) LL PI (%)
0-4"VEGETATION&TOPSOIL -
1
2
3
4
5 CS 10 3.8 100.1 N/A None <500 - -SM SILTY SAND -
brown,beige,rust 6
loose to medium dense -
slightly clayey in places 7
8
9
10 CS 11 2.5 94.0 N/A None <500 - - -
11
12
13
with contains SANDY LEAN CLAY to -
CL-SC CLAYEY SAND lenses 14
with depth -
15 CS 22 4.6 119.9 7000 -BOTTOM OF BORING @ 15.0' -
16
17
18
19
20
21
22
23
24
25
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5,FIRESTONE,COLORADO
Project13-1098
August 2013 SO LOGIC
LOG OF BORING B-2
Sheet 1/1 Drilling Rig: CME 55 Water Depth Information
Start Date 7/30/2013 Auger Type: 4"CFA During Drilling None
Finish Date 7/30/2013 Hammer Type: Automatic After Drilling None
Surface Elev. - Field Personnel: DJD/BMc 24 Hours After Drilling None
N 2 Estimated Swell %Passing
SOIL DESCRIPTION Depth E "N" MC DD q„ %Swell @ Pressure Atterberg Limits #200 Sieve
(ft) m" (%) (pcf) (psf) 500 psf (psf) LL PI (%)
0-4"VEGETATION&TOPSOIL -
1
2
3
4
5 CS 12 5.7 104.3 N/A None <500 NP NP 15.4%
SM SILTY SAND -
brown,beige,rust 6
loose -
slightly clayey in places 7
8
9
10 CS 12 2.7 107.9 N/A None <500 - - -
11
12
13
14
SILTSTONE with CLAYSTONE -
olive,gray,mediumhard 15 CS 40 16.4 113.2 9000+ .
BOTTOM OF BORING @ 15.0' -
16
17
18
19
20
21
22
23
24
25
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5,FIRESTONE,COLORADO
Project13-1098
August 2013 SO LOGIC
LOG OF BORING B-3
Sheet 1/1 Drilling Rig: CME 55 Water Depth Information
Start Date 7/30/2013 Auger Type: 4"CFA During Drilling 10.0'
Finish Date 7/30/2013 Hammer Type: Automatic After Drilling 10.0'
Surface Elev. - Field Personnel: DJD/BMc 24 Hours After Drilling 10.0'
N 2 Estimated Swell %Passing
SOIL DESCRIPTION Depth E "N" MC DD q„ %Swell @ Pressure Atterberg Limits #200 Sieve
(ft) m" (%) (pcf) (psf) 500 psf (psf) LL PI (%)
0-4"VEGETATION&TOPSOIL -
1
2
3
SM SILTY SAND 4
brown,beige,rust -
loose 5 CS 6 24.3 98.7 N/A - - - -slightly clayey in places -
6
7
8
9
10 CS 32 17.7 107.1 9000+ None <500 - - -
Interbedded 11
SANDSTONE/SILTSTONE/CLAVSTONE -
olive,gray,rust 12
firm to hard -
very well-cemented tense at 11'depth 13
14
15 CS 50/9" 13.0 114.0 9000+ 1.1% 1200 BOTTOM OF BORING @ 15.0' -
16
17
18
19
20
21
22
23
24
25
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5, FIRESTONE, COLORADO
Project# 13-1098
August 2013
SWELL/CONSOLIDATION TEST SUMMARY
12
10
8
6
0 4
2
0 •-
-4
O
72 -6
0
v
8
-10
-12
10 100 1000 10000 100000
Applied Load(psf)
Sample ID: B-1 @ 4'
Sample Description: Rusty Brown Silty Sand (SM), slightly clayey
Initial Moisture 3.8% Liquid Limit -
Final Moisture 17.0% Plasticity Index -
% Swell @ 500 psf None % Passing#200 -
Swell Pressure <500 psf Dry Density 100.1 pcf
SO LOGIC
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5, FIRESTONE, COLORADO
Project# 13-1098
August 2013
SWELL/CONSOLIDATION TEST SUMMARY
12
10
8
6
4
2
0 •-
-4
72 -6
0
v
8
-10
-12
10 100 1000 10000 100000
Applied Load(psf)
Sample ID: B-1 @ 9'
Sample Description: Brown/Rust/Beige Silty Sand (SM)
Initial Moisture 2.5% Liquid Limit -
Final Moisture 19.9% Plasticity Index -
% Swell @ 500 psf None % Passing#200 -
Swell Pressure <500 psf Dry Density 94.0 pcf
SO LOGIC
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5, FIRESTONE, COLORADO
Project# 13-1098
August 2013
SWELL/CONSOLIDATION TEST SUMMARY
12
10
8
6
4
2
0 •
-4
O
0
-6
v
8
-10
-12
10 100 1000 10000 100000
Applied Load(psf)
Sample ID: B-2 @ 4'
Sample Description: Rusty Brown Silty Sand (SM), slightly clayey
Initial Moisture 5.7% Liquid Limit NP
Final Moisture 17.9% Plasticity Index NP
% Swell @ 500 psf None % Passing#200 15.4%
Swell Pressure <500 psf Dry Density 104.3 pcf
SO LOGIC
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5, FIRESTONE, COLORADO
Project# 13-1098
August 2013
SWELL/CONSOLIDATION TEST SUMMARY
12
10
8
6
4
2
0 •-
-4
72 -6
0
v
8
-10
-12
10 100 1000 10000 100000
Applied Load(psf)
Sample ID: B-2 @ 9'
Sample Description: Rusty Brown Silty Sand (SM)
Initial Moisture 2.7% Liquid Limit
Final Moisture 17.9% Plasticity Index
% Swell @ 500 psf None % Passing#200
Swell Pressure <500 psf Dry Density 107.9 pcf
SO LOGIC
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5, FIRESTONE, COLORADO
Project# 13-1098
August 2013
SWELL/CONSOLIDATION TEST SUMMARY
12
10
8
6
0 4
2
0
2 ,'1_11_0.-_:91=1
-4
701
72 -6
0
v
8
-10
-12
10 100 1000 10000 100000
Applied Load(psf)
Sample ID: B-3 @ 9'
Sample Description: Olive/Gray Sandstone/Siltstone/Claystone
Initial Moisture 17.7% Liquid Limit -
Final Moisture 19.0% Plasticity Index -
% Swell @ 500 psf None % Passing#200 -
Swell Pressure <500 psf Dry Density 107.1 pcf
SO LOGIC
GODDARD PROPERTY PRELIMINARY
EAST OF ELM STREET&WCR 15.5, FIRESTONE, COLORADO
Project# 13-1098
August 2013
SWELL/CONSOLIDATION TEST SUMMARY
12
10
8
6
4
2
0 �-
-4
0
-6
v
8
-10
-12
10 100 1000 10000 100000
Applied Load(psf)
Sample ID: B-3 @ 14'
Sample Description: Olive Siltstone/Claystone
Initial Moisture 13.0% Liquid Limit -
Final Moisture 17.8% Plasticity Index -
% Swell @ 500 psf 1.1% % Passing#200 -
Swell Pressure 1,200 psf Dry Density 114.0 pcf
SO LOGIC
UNIFIED SOIL CLASSIFICATION SYSTEM
. • (USCS)
^
Coarse-Grained Grovels more than Clean Gravels Less
Soils more thou 50% of coarse than 5% fines Cu2.4 and cCr.<3r CW Well-graded grovel`
50% retained on fraction retained
No. 200 sieve - on No. 4 sieve Cu<4 and/or 1>Cc>3i GP Poorly-graded grovelr
Grovels with Fines Fines classify as ML or MH GM Silty grovel, G,H
more than 12% -
fines - Fines classify as CL or CH CC Clayey Grovel'''.
Sands 50% or Clean Sands Less Cu> and 1<Ge S3` Sly 'Neff-graded fond'
more coarse than 5% fines
fraction passes Cues and/or 1>Cc>3. SP Poorly-graded sand'
No. 4 Sieve -`"`
Sands with Fines Fines classify os 4L or LH SM Silty send`"'
more lhnn 12% - -
• lines f-rrles classify os CL or CH SC Clayey sonde'"
Fine—Grained Silts and Cloys inorgonic Pt>7 and plots on or above 'A-Line' CL Leon CIO/'-"
Soils 50% or Liquid Limit less --
more passes the than SO _ PI<4 or plots below 'A"Line' ML Silt."
No. 200 sieve
orgonic Liquid Llnil — oven dried Organic clay1y.
<0.75 OL
Liquid Limit — not dried Orgonlc silt""
Sills and Clays inorganic PI plots on or above .A-Line CH Fat clay<e"
Liquid Limit 50 or
• more PI plats below "A'Line MR Elastic Sift e`<
organic liquid Limit — oven dried Oryonic deye"r
<0.75 OH
Liquid Limit — not dried Organic sltt""
Highly organic sails Primariy organic motler, dark ci color, and organic odor PT Peal
eeo{ed en the mptenal poseilg the 3-n.(y5- 'CreD.,10,Ca- O x U 'u ea...roof is to 28 spun we. 207.add
awn)aiew 'with toner°r MIN grovel'.whichever is
hI field wimple ee1lsined cobbles or boulders. p'eCIOnw°nt.
w boll,odd'with cObbtee or bouldcre,e.both' -II soi Centeno,y 70-pros me,200
In group name. 'll fop canteens y15x fond.oderellh•sond-lo Prediminently wood.odd fonds to Term
l GInrels with 5 to 12X ri<s mooned Weal np..:
symbol{: `group o`..slit os CL-4L.ion duel bol 1'sop contains 2,. plus No. 400
OW-GLl well growled grovel wilt.wilt GC-CY,or SC Su. sym ysepminanlry waver. roe gravely Is warp
GW-GC wen-graded grovel rim clay RI fins yre argent.,add-wills orgonic !Insilco pwe.
GP-co pasty-graded grovel with sal wows nWnr `Pile and pleas on or-ebeve-A NW.
GP-ac poorly-Tpdee grovel with Slay ill roe coMuns rl.itwrvrl. Wei-wall growef- :Pile
or pots LNo• A GM.
`Sonde with S to 12%noes.tgOre dual la sup name. 'Pi plats or above ll-Inc
{lmbale' Ili yore rio,.,.. 1' pols ?.
.p.bohn ii Atl Rbue rrme,plots neodea arta, soi is n M plats lidos-A'1;414.
SW-At rep-graded wee-Im XI CL-ML.Silly New.
SW-SC well-eroded sane wIth cloy
SP-Su poorly Toted fond with sat
.SP-;C poorly Todet IOW! ..tin Lip).
f.an;';.! al"."fine..;M<re:r ' 72ri1
f `-
-.e Me-yr"ee
.�.,. r.-•is uwysA F we. -a ILL-rnl 44,>,.r/1'�, P
LL Lexten et V-e.
•Woe vt ll-le /WT. �di_�_
X s° lows ei wl.III to _._-..-
n G
Z
r •
c . I
C.1\' MH01fi
• 10 i t —1
YL t. M _ ,401_ 1 i
r
;�.....�. -._1._,._..i1
°e WI To 1p .d so Ie 1—ii- eo eu la eel
C101JID L:MIT (LL)
i
.....-
Fine Grained Soils Coarse Grained Soils fiedroek
Qv(poi) _ Consistency Blows/ft Relative Density 8lowxfft —` Weathering
<500 Very Soft 0-4 Very Looce 0-511` Weathered
400.1000 Soft 5.8 Loose 50° Competent
1001.2000 Medium Stiff 9-12 Slightly Dense Degree of Weathering
2001.4000 Stiff 13.30 Medium Dense Slight. Slight decomposition,possible color change
4001.8000 Very Stiff 31.50 Dente Moderate. Some decomposition and color change throughout
8001.16000 Very Hard 50• Very Dense High. Rock highly decomposed,may be extremely broken
GENERAL NOTES
DRILLING&SAMPLING SYMBOLS:
SS: Split Spoon- 1%" I.D.,2"O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin-Walled Tube—2.5"O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler-2.42" I.D., 3"O.D., unless otherwise noted HA: Hand Auger
CS: California Barrel- 1.92"I.D.,2.5"O.D., unless otherwise noted RB: Rock Bit
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler(SS)the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". For 2.5" O.D.
California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12
inches using a 140-pound hammer falling 30 inches, reported as "blows per inch," and is not considered equivalent to the
"Standard Penetration"or"N-value".
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 Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater.
In low permeability soils,the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a#200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight retained on a#200 sieve; they are principally 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 in-place relative density and fine-grained soils on the basis of their consistency.
FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK
f� fal f� f�S Relative f�B f�S
Blows/Ft. Blows/Ft. Consistency Blows/Ft. Blows/Ft. Density Blows/Ft. Blows/Ft. Consistency
<3 0-2 Very Soft 0-5 <3 Very Loose < 24 <20 Weathered
3-5 3-4 Soft 6-14 4-9 Loose 24-35 20-29 Firm
6-10 5-8 Medium Stiff 15-46 10-29 Medium Dense 36-60 30-49 Medium Hard
11-18 9-15 Stiff 47-79 30-50 Dense 61-96 50-79 Hard
19-36 16-30 Very Stiff >79 >50 Very Dense > 96 >79 Very Hard
>36 >30 Hard
RELATIVE PROPORTIONS OF SAND AND GRAIN SIZE TERMINOLOGY
GRAVEL
Descriptive Terms of Percent of Major Component
Other Constituents Dry Weight of Sample Particle Size
Trace < 15 Boulders Over 12 in. (300mm)
With 15—29 Cobbles 12 in.to 3 in. (300mm to 75 mm)
Modifier >30 Gravel 3 in.to#4 sieve(75mm to 4.75 mm)
Sand #4 to#200 sieve(4.75mm to 0.075mm)
Silt or Clay Passing#200 Sieve(0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Terms of Percent of
Other Constituents Dry Weight Term Plasticity Index
Trace <5 Non-plastic 0
With 5-12 Low 1-10
Modifiers > 12 Medium 11-30
High 30+
7
SO LOGIC
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