HomeMy WebLinkAbout941742.tiff CTL/THOMPSON,INC.
CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS
GEOLOGIC AND PRELIMINARY GEOTECHNICAL INVESTIGATION
240-ACRE SITE
ELDORADO INDUSTRIAL PARK
WELD COUNTY ROAD 22 AND 1/4-MILE EAST OF 1-25
WELD COUNTY,COLORADO
Prepared For:
Rocky Mountain Trust
P.O.Box 3466
Boulder,Colorado 80307-3466
Attention: Mr.Benjamin Green
Job No.22,543 December 30,1994
1971 WEST 12TH AVENUE • DENVER,0CLORACO802^.--' • (303)325-0777 gyil'/Z
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TABLE OF CONTENTS
SCOPE ; 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS 3
PROPOSED CONSTRUCTION 3
SITE GEOLOGY • _ 4"
SUBSURFACE CONDITIONS 5
SITE DEVELOPMENT CONSIDERATIONS 7
Shallow Groundwater 7
Expansive or Compressible Soils 8
Underground Mining and Aggregate Resources 9
Slope Stability and Erosion 9
Grading Recommendations • 9
Utility Excavation and Dewatering • 11
• Pavements 12
Underdrain 12
CONSTRUCTION CONSIDERATIONS 13
Building Foundations " " 13
Floor Systems 14
Basements 15
Surface Drainage 15
RECOMMENDED FUTURE INVESTIGATIONS 16
LIMITATIONS 16
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TABLE OF CONTENTS
Continued
FIG. 1 - LOCATION OF EXPLORATORY BORINGS ,
FIG. 2 - SITE GEOLOGY
FIG. 3 - ESTIMATED DEPTH TO GROUNDWATER
APPENDIX A - LOGS OF EXPLORATORY BORINGS
FIGS. A-1 THROUGH A-4, LOGS OF EXPLORATORY BORINGS
APPENDIX B .- RESULTS OF LABORATORY TESTING
FIGS. B-1 THROUGH B-12, SWELL CONSOLIDATION TEST RESULTS
TABLE B-1, SUMMARY OF LABORATORY TEST RESULTS
APPENDIX,C - GUIDELINE SITE GRADING SPECIFICATIONS
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SCOPE
This report presents results of our Geologic and Preliminary Geotechnical
Investigation for the Eldorado Industrial Park-site.located north and south of Weld County
Road 22 and approximately 1/4 miles east of 1-25 in Weld County, Colorado (Fig. 1). The
site is planned for a mixed residential, commercial and industrial development. The
purpose of our investigation was to evaluate the soil and geologic conditions to assist in
development planning. The report includes descriptions.of site geology, our analyses of
the impact of geologic conditions on development, a description of subsoil and
groundwater conditions found in borings- and discussions of site development as
influenced by geotechnical considerations. The investigation was completed in
accordance with our Proposal dated• November 9, 1994. Our firm is concurrently
performed a Phase I Environmental Site-Assessment and the results will be presented in
a separate report.
This report was prepared based upon data from our field and laboratory
investigations as well as our experience. The preliminary recommendations presented
in' this report are intended for planning purposes. Site specific investigations for
construction may indicate conditions that require adjustment of some of the general
criteria presented herein. A summary of our conclusions is presented below.
SUMMARY OF CONCLUSIONS
1. Subsoils found in exploratory borings consisted of slightly silty to clayey,
• gravelly sands and sandy clays. The soils were underlain by sedimentary
sandstone and interbedded claystone and sandstone bedrock in 11
borings at 18 feet to 24.5 feet below surface. Clay samples exhibited
compression, or low to moderate swell potential in laboratory testing.
Bedrock samples showed low swell potential Free groundwater was
;measured in all borings at 6 to 18.5 feet below, the ground surface.
Shallow groundwater and soft soils are present over majority of the site,
particularly in the.northern and eastern portions (Fig. 3).
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2. Our investigations indicate the major geological and geotechnical
constraints for the site are the shallow groundwater and soft soils. Proper
planning and engineering of site grading, dewatering, slabs and
foundations will be needed to mitigate impacts of these constraints.
3. ' We judge shallow groundwater is the most critical geotechnical issue.
Shallow groundwater may influence the development plans, limit the depth
of basements or require dewatering systems. For residential development,
basement floors should be at least 3 feet above the groundwater level.
Raising the site grades, installation of an underdrain system below sanitary
sewers, and ditch or drainage improvement to control and lower
groundwater can be considered. We believe industrial, commercial and
- residential use without basement construction would be the simplest
approach in areas of shallow groundwater.
4. Site grading and utility installation may require dewatering and stabilization
of soft soils in the northern and eastern portions of the site.
5. Preliminary information indicates footing foundation systems will be
appropriate for this site. Some footings may need to be designed with
very low bearing pressure due to soft soils. Piers should be used for sites
where expansive clays or claystone or very soft soils are present. Pier
foundations may require casing and dewatering during construction. For
heavy commercial and industrial facilities, mat foundations, driven piles or
drilled piers may be necessary. .:
6. Structural floor should be used in finished living areas of residences.
Commercial and industrial floors, and residence basement floor slabs may
be supported on either comparatively non-expansive sands or expansive
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clays. Slabs founded on expansive clays may experience low to _
moderate potential movement. Lightly loaded slabs supported on sands
will have low risk of movement. Design details will be needed to mitigate
the damages caused by the movement of the subsoils. The use of
structural floors in unfinished basements should be anticipated where swell
• potential is high or very high. Structural floors should also be anticipated
in unfinished walk-out basements on moderate, high and-very high swell
sites. Heavily loaded industrial floor may require stabilization of subgrade
to reduce potential floor movement.
7. Control of surface drainage is critical to the performance of foundations,
slabs-on-grade and pavements.. Surface drainage should be designed to
provide rapid removal of surface runoff away from structures.
8. Foundation drains should be•anticipated around below-grade construction.
Deep foundation drains with a gravel layer below the basement floor
should be anticipated for the areas where groundwater is within 3 feet
below the floor.
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SITE CONDITIONS •
The site is located north and south of Weld County Road 22, and approximately
1/4 miles east of the Interstate 25 in Weld County, Colorado (Fig. 1). The site covers
approximately 240 acres. The ground surface generally slopes from the southwest down
toward the north and east. Topographic relief across the site is about 60 feet Existing
site contours are shown in Fig. 1.
The site is currently used as agricultural fields and grazing land. A singe-family
house is south of Weld County Road 22, adjacent to the western property line. Two gas
wells are in the southern half of the site (Fig. 1). A drainage about 6 to 10 feet deep
'crosses the site, running from south to north. Boulder and Weld County Ditch intersects
the drainage in the south-central portion of the site. The Ditch was about 5 feet deep, dry
and covered with snow at the time of our field investigation. Some trees are present
adjacent to the drainage. An existing commercial building and several storage lots are
west of the site. Other areas surrounding the site are not developed.
St. Vrain Creek, Boulder Creek and several ponds within Barbour Ponds State
Recreation Area are about 1:5 to 2 miles northwest of the site. Rural Ditch, Last Chance
Ditch and several other irrigation ditches are in the surrounding areas.
PROPOSED CONSTRUCTION
The site is planned for mixed residential, commercial and industrial development.'
The residential development may include single family subdivisions and mobil-home or
RV parks. Water and sewer will be installed. We understand there are existing water
lines and sewer lines crossing the site. The streets will be paved. The development and
grading plans are not available at this time. We anticipate overlot grading to include cuts
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in the southwest portion and fills in the northern and east portions,near the drainage and
the ditch, with maximum cuts and fill of 5 to 10 feet. We assume the soils from the cuts
will be used as fill. Imported fill may also be required. The properties of the fill may
impact the proposed development.
SITE GEOLOGY
Site geology was investigated by reviewing geologic maps, field observations by
our engineer and drilling of 18 exploratory borings. The approximate locations of our
borings are shown on Fig. 1. Geological mapping by Roger B..Colton ("Geologic Map
of The Boulder-Fort Collins-Greeley Area, Colorado", USGS Map I-855-G, 1978) indicates
Broadway alluvium of Pleistocene age covers the northern portion of the site, and eolian
(windblown) clay, silt ("loess") and sand of Upper Holocene to Bull Lake Glaciation age
are present in the southern portion and northwestern corner. Geologic mapping of the
site is shown on Fig. 2. The bedrock underlying this area is Fox Hills sandstone and
Laramie Formation. The Laramie Formation contains claystone, sandstone, and siltstone
bedrock. Broadway alluvium was deposited by the South Platte River and its tributaries.
The windblown loess and sands can be highly compressible and soft after wetting. The
claystone is expansive.
Our borings and laboratory testing generally confirmed the mapped soils and
bedrock. We found slightly silty to clayey, gravelly sands and clays underlain by
sandstone and interbedded claystone and sandstone bedrock in our borings.
Groundwater was measured in all borings at 6 to 18.5 feet below the existing ground
surface. Most of the sands and clays in the northern and eastern portions are wet and
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very loose or very soft. Clay samples showed compression or low to moderate swell
potential. Bedrock samples exhibited low swell potential.
SUBSURFACE CONDITIONS "
Subsurface conditions were investigated by drilling eighteen borings at the
locations as shown on Fig. 1. The borings were drilled using 4-inch diameter, continuous
flight, power auger. Drilling operations were supervised by our field representative who
logged the soils and obtained samples for laboratory testing. Graphical logs of the soils
found in our borings and results of field penetration tests and a portion of laboratory test
data are shown in Appendix A.
Samples obtained during drilling were returned to our laboratory where they were
visually classified and typical samples selected for testing. Laboratory testing included
natural moisture content and dry density, gradation analyses, Atterberg limits, swell-
consolidation, unconfined compressive strength, and soluble sulfate tests. The results
of the laboratory testing are presented in Appendix B, and summarized in Table B-I.
The subsoils found in our borings generally consisted of slightly silty to clayey,
gravelly sands and sandy clays underlain by sedimentary sandstone and interbedded
claystone/sandstone bedrock. Bedrock was encountered in 11 borings at 18 to 24.5 feet
below the existing ground surface.
Slightly silty and clayey sands were encountered in all borings. In some
locations, the sands are interlayered with clays. The sands were very loose to very
dense. Sands with occasional gravel or clay layers were found in 17 of 18 borings at
depths of 9 to 19.5 feet. Cobbles were encountered in boring TH-13 at about 20 feet.
We believe the near surface sands are windblown deposits and deeper sands are
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alluvium deposits or derived from intensive.weathering of the sandstone bedrock. Sand
samples tested contained 4 to 46 percent silt and clay size particles (passing No. 200
sieve). Field penetration resistance tests showed most near surface (5 to 15 feet) sands
in the northern and eastern portions of the site are loose or very loose.
Sandy clays were encountered in 15 borings. In many locations, the clays are
interlayered,with sands. The:clays were soft to very stiff. We believe the near surface,
• soft clays are wetted windblown deposited loess and stiff clays at depth are alluvial
deposits. A total of eleven clay samples were selected for one-dimensional swell-
consolidation tests. The samples showed compression or predominant low swell
potential. The test results have been grouped as follows:
SWELL SUMMARY FOR CLAYS
Compression Low 0-2% Moderate 2-4% High 4-6% •
Number of Samples 1 ' 9. 1 0
Percentage 9 82 9 0
Sandstone and interbedded claystone/sandstone bedrock was found in 11 of 18
borings at depths of 18 to 24.5 feet. Bedrock was encountered mainly in the southern
portion of the site. Two bedrock samples were selected for swell tests and exhibited no
volumetric change and low swell. potential (0.and and 1.4 percent when wetted under. an
applied vertical pressure of 1,000 psf). Highly cemented sandstone was encountered in
boring TH-9 at 21. feet, and caused drilling refusal.
Free groundwater was measured in all borings at 6 to 18.5 feet below the existing
ground surface at the time of drilling, and was found at 6 to 17 feet when checked several
days after drilling. Shallow groundwater. was found in eastern and northern portions of
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the site. Figure 3 shows a preliminary estimate of depth to water. The areas of shallow
groundwater are based upon water.levels measured in widely spaced borings at the time
of our investigation and will vary with season and local conditions.
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SITE DEVELOPMENT CONSIDERATIONS
The impact of soils and geologic conditions on site development should be
considered during planning of the project. The primary geotechnical conditions that will
influence development are shallow groundwater and soft or loose soils which will require
mitigation and may complicate or constrain development for portions of the site. Another
concern of a lesser magnitude is the low to moderate swell clays. The presence of
aggregate resources or past underground mining was also evaluated. Each of these
concerns is discussed in the following sections.
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Shallow Groundwater
Shallow groundwater will affect development. Our estimate of areas of shallow
groundwater (less than 10 feet) is shown on Fig. 3. In the north and east portions, the
groundwater surface was 6 to 10 feet-deep. We believe the irrigation of the farmland,
ponds and drainages in the area contribute to the shallow groundwater on the site. The
primary alternatives available to mitigate shallow groundwater involve one or a
combination of the following:
1. Limiting the extent and/or depth of improvements, specifically avoiding
deep cuts in areas of shallow groundwater and adjacent to the irrigation
ditch and the drainage during site grading,
2. Raising grades to increase the depth to groundwater,
3. Installation of a network of permanent dewatering systems such as sewer
underdrains, and'
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4. Lining or installation of a culvert along the ditch and drainage.
We recommendthe depth of basement be limited so that the basement floor slabs
are at least 3 feet above the groundwater level. A garden level basement may be used.
Where water is within 3 to 4 feet of the basement slabs, underslab drain layers and deep
interior drains should be anticipated. Installation of an underdrain below the sewer line
along the streets can lower the groundwater level. The underdrain needs a positive
gravity outlet such as detention ponds and it should be considered in planning of site
grading. 'Drawdown of groundwater at the site may impact the groundwater of the
general area and further study is needed to evaluate the potential impacts. Lining or
installation of a culvert in the ditch or drainage may only marginally improve the
groundwater conditions immediately adjacent to the ditch or drainage. We believe limiting
the depth of below-grade (basement) construction, raising site grades and installation of
a sewer underdrain are more feasible and practical. Once site grading development plans
are initiated, we would be pleased to work with the planner and civil engineer to assess
impacts of groundwater on proposed site use.
Expansive or Compressible Soils
Our test results showed the near-surface clays were predominantly either
compressible or possess low swell potential. Low swell bedrock was encountered at 18
feet or deeper. We believe the impacts of swelling soils and bedrock are relatively low
at this site. The compression or time consolidation of soft soils under the weight of the
fill may affect project schedule. Pavements or structures should not be built before
consolidation is completed. With advanced planning and precautions during design and
construction, we believe the potential problems associated with the swelling and
compressible soils and swelling bedrock can be mitigated. . .
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Underground Mining and Aggregate Resources
The site is not located in an area of past coal mining. The Boulder-Weld coal field
is about 2 miles south of the site in Tri-Towns (Firestone, Frederick and Dacono). The
"Map Showing Potential Sources of Gravel and Crushed-Rock Aggregate in the Boulder-
Fort Collins-Greeley Areas, Front Range Urban Corridor, Colorado" by Roger B. Colton
and Harold R. Fitch (USGS Map I-855-D, 1974) indicates there are gravel deposits
underlying terraces and flood plains in the northern and eastern portions of the site. We
found sands with variety of sift and clay particles and interlayered clays under the site.
We do not believe there are substantial amounts of aggregate resources that are
economical to mine.
Slope Stability and Erosion
The existing site topography is fairly flat or gentle. Site grading should be properly
planned to prevent slope instability and erosion problems. We recommend soil cut and
fill slopes of 3:1 (horizontal to vertical) or flatter to reduce erosion and maintenance
problems. Flatter slopes on the order of 4:1 may be appropriate.where sandy soils are
exposed on the slope face. Immediate vegetation or other protective measures are
recommended. As grading plans are developed,a geotechnical engineer should evaluate
cut or fill slopes higher than 10 feet and slopes steeper than 3:1, if they are required. If
requested, we would be pleased to provide further consultation on design of slopes for
the project.
Grading Recommendations
Planning of the site grading should consider the potential impacts of shallow
groundwater for basement construction. Basement floor levels should be set at least 3
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feet above the groundwater. Soft clays are susceptible to consolidation under thick fill
or heavy foundation loads. Fill depths of 10 feet or less are not anticipated to cause
significant settlements. Fills over 10 feet in thickness will likely require additional
investigation and monitoring during and after placement to estimate potential settlement
amounts and rates, and to confirm these estimates after construction.
The soft clays and loose sands near groundwater levels may cause problems such
as "pumping" during fill compaction. Stabilization of the loose soils and dewatering
should be anticipated during site grading. The stabilization may consist of placing a
comparatively thick, bridging lift of fill to provide a stable platform so fill placement can
be performed in a conventional manner.
Areas to receive fill should be properly prepared. Prior to fill placement, all
vegetation and soft or organic topsoil should be removed. The subgrade soils in fill areas
should be scarified, moisture conditioned 0 to 2 percent above optimum moisture content
and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM
D 698). The soils in cuts at this site have very high moisture which could require drying
prior to compaction. This could slow progress and limit the time when grading is
possible to late spring through early fall.
We anticipate on-site sands, clays or bedrock from cuts or imported fill will be
used as fill. We recommend overlot fill and utility trench backfill placed at this site be
moisture conditioned to within 2 percent of optimum moisture content and compacted to
at least 95 percent of maximum standard Proctor dry density (ASTM D 698). If grading
fills in excess of 10 feet are necessary, the portions more than 10 feet below final grade
should be compacted to at least 100 percent. The placement and compaction of fill
should be observed and tested during construction to verify the contractor has achieved
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adequate moisture and density. Appendix C contains guideline site grading
specifications. U
Utility Excavation and Dewaterinq
The overburden soils and bedrock found in our borings should not present
unusually difficult conditions for site grading and utility excavations. Ripping, jack-
hammering, or light blasting could be required if cuts penetrate into cemented Fox Hills
sandstones.
Dewatering will be required where excavations penetrate groundwater levels.
Stabilization of the base of excavations.may be required where soft clays or loose clayey
sands are at the base of,the excavation. Where excavations extend 2 to 3 feet below
groundwater it may be possible to dewater by sloping the excavation to isolated sumps
and 'pumps. Where more permeable granular soils are encountered or deeper
excavations below groundwater are required, more extensive dewatering methods such
as wells or well points may be required. Soils excavated from utility trenches may require
extensive drying before compaction. This will likely slow progress and limit time of year
when effective construction is possible.
Excavation should be properly sloped or braced. We believe the soils on this site
are Type C soil based on OSHA standards and require a minimum slope of 1.5:1 (H:V).
Flatter slopes may be necessary in areas of clean sands with shallow groundwater and
seepage. Some clay soils on this site could classify as Type S soils with allowable 1:1
(H:V) slopes. However, the presence of soft clay, sand seams and shallow groundwater
indicates probably the flatter slopes corresponding to Type C soils will be required over
most portion of the site.
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Pavements •
The subsoils found during this investigation consisted of sands and clays.
Generally, the sands will provide comparatively good support for pavement. The soft
clays are poor subgrade and will require thicker pavement sections. We believe asphaltic
concrete, or asphaltic concrete over aggregate base course will probably be the most
practical and economical pavement sections. Stabilization of wet, soft clays and loose
sands with lime, fly ash or cement may be required in certain portions of the site prior to
paving. For preliminary planning purposes, we estimate the pavement sections for the
residential streets may consist of approximately 5 to 6 inches of full-depth asphalt or 3
to 4 inches of asphalt over 6 to 10 inches of aggregate base course. Collector, arterial
streets and bus lanes will require thicker sections. The design thickness for pavements
could change significantly, depending on overlot grading and site preparation. A
subgrade investigation and pavement design should be performed after overlot grading.
Underdrain
Shallow groundwater exists in portions of the site (Fig. 3). We recommend an
underdrain system below the sanitary sewer be considered if basements are desired, and
if cuts will occur to near groundwater. A gravity outfall may be difficult to locate on or
near this site. The underdrains should be designed so that they are at least 4 feet below
adjacent basement floors. The underdrain should consist of 3/4-inch to 1.5 inch clean,
free-draining gravel surrounding a PVC pipe. The pipe should be sized for anticipated
flow. A 4-inch diameter pipe and gravel can typically serve up to 100 residences. The
pipe diameter should be increased to 6 inches where 100 to 200 residences are served
by a single line. Larger pipe will be required where underdrains are used to lower existing
water levels. The line should consist of smooth, perforated or slotted PVC pipe laid at
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a grade of at least 0.5 percent. A positive cutoff(concrete) should be.constructed around
the sewer pipe and underdrain pipe immediately down stream of the point where.the
underdrain pipe leaves the sewer trench. Solid pipe should be used down gradient of
this collar. The underdrains should be designed to discharge to a gravity outfall and be
provided with a permanent concrete headwall and trash rack.
The existing sewer line crossing the site may not have an underdrain beneath it.
The underdrains should be designed to discharge to a gravity outfall such as detention
ponds or local drainages. Due to relatively flat topography and shallow groundwater, it
may be difficult to provide gravity outlets for the underdrain. Very long outlet sections or
lift stations may be necessary depending on site grading. Planning of grading and utility
should consider the feasibility of underdrains given the topographic constraints.
CONSTRUCTION CONSIDERATIONS.
This property'is planned for residential, commercial and industrial construction.
Below are our opinions regarding foundations, floor slabs, basements and drainage for
the anticipated construction.
Building Foundations
Fill, sands, clays, and possibly claystone and sandstone will be present near the
ground surface after overlot grading. Our investigation indicates these soils and bedrock
are either swelling or compressible. In the northern and eastern portions of the site, the
soils are soft and loose. Footings, drilled piers bottomed in bedrock and drilled friction
piers are potential foundations. Footings may be used where sand soils or low swell
clays are found. Some footings may require minimum deadload. Footings on soft clays
or loose sands with shallow groundwater should be designed with low bearing pressures
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(around 1,000 psf). We anticipated most residences can be founded with spread
footings. For commercial and industrial structures, heavy loads may require using mat
foundations, driven piles or drilled pier foundations. If footing foundations are preferred
and thick layers of compressible soil are present, overexcavation and recompaction of the
soft soils may be required. Piers should also be anticipated where expansive clays or
claystone or very soft soils are present. Friction piers may be used in areas where
relatively thick swelling clay is present and bedrock depth is more than 15 to 20 feet
deep. The piers should be anchored below the zone of probable moisture variation and
designed to resist swelling pressures of subsoils. Temporary casing and dewatering for
pier installation will be required for some locations. A detailed, site-specific investigation
will be necessary to develop specific foundation recommendations and design pressures
after site grading is completed and building locations are established.
Floor Systems
The near-surface materials include predominantly low swell, sandy clays and
comparatively non-expansive sands. We believe these soils are suitable for supporting
lightly loaded slabs-on-grade with low potential of movement. Structural floor should be
used in finished living areas of the residences. Design details will be needed to mitigate
the damages caused by the movement of the subsoils. The use of structural floors in
unfinished basements should be anticipated where swell potential is high or very high.
Structural floors should also be anticipated in unfinished walk-out basements on
moderate, high and very high swell sites. Basement floor warranty requirements may
force use of structurally supported basement floors on all moderate, high and very high
swell sites,-depending upon the type of financing used. Swell potential and
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compressibility of the soils should be better defined during a detailed Soils and
Foundation Investigation.
It appears the sand soils and low swell clays at this site will allow use of slab-on-
grade floors for lightly loaded commercial and industrial floors. Heavily loaded industrial
floor may require stabilization of subgrade or replacement fills, to reduce potential floor
movement.
Basements
Groundwater was shallow in the northern and eastern portions of the site.
Groundwater may limit basement construction. Alternatives for control of groundwater
were discussed in SITE DEVELOPMENT CONSIDERATIONS. Foundation drains will be
necessary around all below-grade areas. We suggest foundation drains be tied to a
sewer underdrain system or to sumps where water can be removed by pumping. Shallow
groundwater may require the use of underslab drain layers and deeper than normal
interior perimeter drains. These types of systems are recommended where groundwater
will be within 3 to 4 feet of lower level slabs. We recommend basement level construction
be limited to a minimum of 3 feet above groundwater levels. Basement excavations which
penetrate groundwater may require dewatering or stabilization of soft soils.
Surface Drainage
The performance of this development will be influenced by surface drainage.
When developing an overall drainage scheme, consideration should be given to drainage
around each building. Drainage should be planned so that surface runoff is directed
away from foundations and is not allowed to pond adjacent to or between buildings or
over pavements. Attention should be paid to compact the soils behind curb and gutter
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adjacent to the streets and in utility trenches within individual lots. If surface drainage
between preliminary development and construction phases is neglected, performance of
the roadways,flatwork and foundations may be poor. When considering landscaping for
common areas, we recommend the use of xeriscaping which requires little initial or
long-term watering.
RECOMMENDED FUTURE INVESTIGATIONS
Based on the results of this investigation and the proposed development, we
recommend the following geotechnical investigations be performed:
1. Review of site grading plans;
2. Study of the feasibility of the underdrain system, including a groundwater
study to determine the feasibility of lowering the groundwater, potential for
impacts to the surrounding areas, and design of the underdrain system;
3. Construction testing and inspection for site development such as
compaction of grading fill, utility trench backfill and fill for pavement and
foundation;
4: Subgrade Investigation and Pavement Design after grading; and
5. Design-level soils and foundation investigations after final grading.
CTL/Thompson, Inc. would be pleased to provide these services.
LIMITATIONS
Our borings were widely spaced to obtain preliminary subsurface information to
aid in development planning. Variations between the borings should be anticipated. We
should review the site grading plans once they are available. A geotechnical engineering
firm should be present during site grading to observe grading operations, identify the
soils found during excavations, and perform compaction tests in fills. We recommend
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additional investigations for design of underdrains, foundations, slabs-on-grade and
pavements.
This investigation was conducted in a manner consistent with the level of care and
skill ordinarily used by geotechnical engineers practicing in this areas at this time. No
other warranty, express or implied, is made. If we can be of further service in discussing
the contents of this report or analysis of the influence of subsurface conditions on the
design of the proposed construction, please call.
CTL/THOMP ON, INC
Hui Sheng Liang, P.E.
Project Engineer
Reviewed by:
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Nan-Ping Hsieh, P.E��R=��
Project Manager:`'o�.�,. 4 Sj`
L.4 819
Ronald M. Member, P.E.
Principal
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-- - LOCATION OF
\TT\ EXPLORATORY
BORINGS
1 ELDORADO INDUSTRIAL PARK
WELD COUNTY, COLORADO
' JOB NO. 22,543 FIG. 1
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• • •
oe•••::::::: o
SCALE: 1•-600'• : : : :':': : ':':':':':':':':':': •I
LEGEND: -
• . . . . . ' ''' . . . '' '.'. • •� • ••• BROADWAY ALLUVIUM,
•
eo .. . ... " ' : / CH) SAND AND GRAVEL
" . . .. . . .'�� .. ( (PLEISTOCENE)
I ��\qt0 l 1 ^Qe (EOLIAN,LOESS)
CLAY, SILT
\I \ / 1 Wet° COUNTY DITCH' / I I GLRANULES UPP RD
--.....\
I HOLOCENE TO NULL
�� LAKE GLACIATION)
\ Qe ( NOTE:
1 I THIS FIGURE WAS PREPARED BASED
1 1 UPON REVIEW OF PUBLISHED GEOLOGY
\ �\ l I DATAI (AND SITE OBSERVATIO MAP N.BORING O
4ypO v 1���//J
\ \
11 \k ( 41 l '-I CTL/THOMPSON, INC.
1 - I1 CONSULTING ENGINEERS
11 .:.] COMM.COLORADO 1020.
,'3�,,,
\ \__ L
-N SITE GEOLOGY
1 \ \� ELDORADOLUNT/,STRIAL COLORADO
JOB NO. 22,543 FIG.
0 O
- .� . . . . . . . . . LEGEND:
TH-1 INDICATES BORING LOCATION AND.
•
, DEPTH TO GROUNDWATER (FEET).
10----
INDICATES ESTIMATED DEPTH
1. . . . . . TO GROUNDWATER (FEET).
/ • • • INDICATES ESTIMATED AREA
• • OF SHALLOW GROUNDWATER
(LESS THAN 10 FEET)
AND SOFT OR LOOSE SOILS.
7 . . . . . . . . . . . .(1. . . . NOTE:
. '.'.'.-. •�' �'• ' ' ' ' ' ' ' ' ' ' ' ' '.' ' '•' ' '� GROUNDWATER CONTOURS. WERE
•'.'.'.'.'•.'.'.'.•. "-• .'.'•.'.'.'.'•.'•.'•.'.'.'.' - BASED UPON A SUBJECTIVE ANALYSIS
. . .'.'. .'.'.'. . . .'.'.'. : . .'.' OF WIDELY SPACED BORINGS AND SITE
• •••• • FEATURES. GROUNDWATER CAN FLUC-
TUATE DUE TO SEASONAL CONDITIONS
AND WILL VARY.
TH-3
•
(10.5) .'.'(8.5)'.'. . :
'
1,I WELD COUNTY RD. 22 •.•.-. •• • 4,6)A0
•H- 4• • • .
. . .........:.:. . . . . .'.'.•TH-13'.'.'.' '.iTH-16 • • •
.• - . (15.5) M1
. . . . .(g). . . . . . . . . . . . . . . . . . . . '�
1 � GAS {grE.o_ COUNTY DITCH
WELL .'. .'.'.'. SCALE: 1'=600'ci7.-• TH._1¢ . . .'.-.'.'.TH.=17.-. .-. .
/ 6 • . I
(17) (1 1) . .:.-. . . '.'.'. .' .'. .'.'. .'.'. .'. .'. ': . ' '.
GA LINE
. . . . . . . . . . . . . . . . . .GAS. . . . . . . .
WELL
TH-6 7Xf . c11TH!lB1Q1
: :2: : : : : : : : 15• CTL/THOMPSON, IN)17 (11.5) GEOTECHNICAL/EIMRONMENTALMATERIAIS
I . . . . 1971 W. 12TH AVENUE DENVER COLORADO 80204
(30.3) 875-0777
ESTIMATED DEPTH
15 10 . 10 TO GROUNDWATER
ELDORADO INDUSTRIAL PARK
WELD COUNTY, COLORADO
JOB NO. 22,543 FIG. 3
0 0
APPENDIX A
LOGS OF EXPLORATORY BORINGS
TH-1 O TH-2 TH-3 0 TH-4
� 0 •
0_.
v
. I/
� MN
•
•'' 4/12 3/12 - / j 8/12 13/12
401
`^ 5 0,13
WC=23.0 �/�' WC=15.3 WC=15. i ' '
—� 7---r -'' DD=106 DD= I DD= f 5
• 0 , � 113 112 ••
r ••: 13 , . -200=38 �, "'�•�4/jjj:
•r. • • 6/12 .4•%r1
C:: % .
• 1/12 0 12/12 11/12 J
�'1 10 ' •.• 4 = /4 �'� WC=6.5 10' .
w :-Y j DD=116
Q.O U.
_ ' a 35/6 f'' T
d ..-. 17/12 :oo:
15 , �::. 30/6 13/12 I
W Qo-0 WC=6.0 �:>.. 0 0111.
.� M
a a'• -200=4 • r°O�a;� 4 �;• WC=10.�3 15
•-
— / DD=12
-
.0..
I0.
c a.' -aI
■0. 9• ag,
6,0
IP" o :o. I.:
ooG. 12/12 38/12 12/12 '. 19/12
20 0.. OQ.1
;0do o ' 1.ua 20 X11
y.. �. •
0.0.
md
O p .00
�::b:.C'
0.
a 4141r
0.25 do: 21/12 7/12 428/12 e:.00
.°°'
:e::o 17/12
25 .a
LOGS OF EXPLORATORY 3 RINGS
JOB NO . 22 , 543
FIG . A-1
TH-5 O
TH-6 TH-7 O TH-8
Ow.
•
0 7 . •'
• i
' 19/12 j� 11/12 i• 10/12 . 9/12 5
• /..J WC-13.6 WC 7.5
DD=111 DD=104 -
. • ^'7 SS=0.042 , -■
0,13
24/12 �2 18/12 2/1813 0 f-
. , 3/12 10
,... 10 WC=13.7 WC=15.2-HW . _ T
/ D0=119 /, DD=115 �"w / SS=0.006 / .• . - H
w_
LL / /� • - L.L.
_ 16/12 :1133/12 6/12 Z
H 16/12 / :oa , 15 ..-, H
a 15 / WC=18.7 WC=18.4 a WC=25.1 a
O W / / DD=11.1 0;'? :• DD=98 -00- o
- 4 / DD=111 4 di 4 -200=53 .
0 / LL=39 UC=3,800 *. •o:. ..
o.:.>:
,-.:• :•.v -
-�
_ 200=75 - 'v' 4:':
13/12 20.', 50/4 43/12 4O , 31/6
20 0.9- A.
a:
PO:
/. 30/6 .
,- 50/4 1 .8/12 WC=17.7 25
25 DD=110
LOGS OF EXPLORATORY BORINGS
JOS NO . 22 , 543 FIG . A-2
TH-9 O TH-10 - TH-11 O TH-12
. • r
•
tit
.-
r. s' ,. s/12 .., , 5'�"
9/12 1 9/12 . 5/12
,m--5 • WC=16.7 WC=12.0
It DD=103 DD=112 0.
-200=58 _ -,
. - " 0 * 0 4 •
4 r , 1/12 °a", 4/12 , 11/12 ' r, 5/12
o: 0 WC=17.2 10
X10 = :i� 4 4•
— • o.,:, T DD=112 .. H
w ;• c. UC=2,000 r w
LL .. •` F.% L.L.
.f
I ♦ oq'..
r s>A r I
V"
a 4/12 ��, 8/12 ' 16/12 I 10/12 a
w op. •. WC=19.9 15 _, w
o.
.. a e. a. DD=11.2 r
N. 'A . • O ..4. :':
...do s q4::'
ka
00'. o.:.:: 0 . . r
27/12
• 16/12 18/.1930
2 'aOS:: 0 11/12 va: 20 6.�• 20 • ..p:p - .. * • .9:6 .
O:'.:.. Aeo . :a::
:41 aml
1
. r a:Q
e.
• 19/12 50/4 25
25
•
•
•
•
•
•
•
LOGS OF EXPLORATORY BORINGS
JOB NO . 22 , 543 - . • FIG . A-3
•
•
•
CLAY, 'ANDY. VERY SOFT TO VERY STIFF, MOIST, BROWN (CL)
TH-13 TH-14 TH-15 TH-16 TH-17 •
• 0 r.
_ INTERLAYERED CLAY AND SAND, VERY SOFT TO STIFF OR VERY
�"0 c-T 1�1 :=i LOOSE TO MEDIUM DENSE, MOIST TO VERY MOIST, BROWN
,' • e%/ / (CL. SM OR SCI
•
•% es .•�.% 6/12 �, SAND, CLAYEY, VERY LOOSE TO MEDIl11 DENSE. MOIST. BROWN,
•� * • 5` DARK BROWN (SC) -
7/12 • 4/12 �' 11/12 / 10/12 ,.4/12J
5 WG=18.2' WC=11.7 / WC=16.9 - , SAND, SILTY, VERY LOOSE TO MEDIUM DENSE, MOIST, BROWN,
,- 00=103 DD=105 r•;TT e. 4 WC=1B. RUST (SM)
'-200=46 4 .. -200=27 j% j. .o - DO=ll4 -
p 4 �T /� . !'• DD=114 , 11/12
✓ WC=12 7 10L._, SAND, GRAVELLY. OCCASIONAL COBBLE OR CLAY LAYERS, LOOSE Ti
1!0 '.— ,' 2/12 •
6/12 0.4 / 10/120 en 9/12. , 8/12 q 00=111 �, 1- VERY DENSE, VERY MOIST, BROWN. RUST (S' OR F,n)
L� J µ+
I /. LL
.T WC=19.7 0 - I WEATHERED SANDSTONE, VERY STIFF TO MEDIUa1 HARD. I
- • /,/ 00=106.LL * ;; T GRAY, BROWN, RUST
I .. - ...� % -200=55 • e�, 12/12 -' s-
.
ail .....15 B/12 :. 9/12 l 7/12 /� 12/12 ' 19/12 �..-. 0 `\ INTERBEDDED CLAv5TONE/SANDSTONE, HARD TO VERY HARD, MOIST
/ � \\ GRAY. BROWN, RUST -
rd
I; :E; �� ® SANDSTONE, VERY HARD, )
't <„ �.. 12/12 Y0 '101ST, OLIVE, .GRAY
•
we
! : 14/12 :.- 36/12 13/12 ;, 15/12 A 14/12
—120
�.
... �: .r� �' illHIGHLY CEMENTED SANDSTONE, VERY HARD, MOIST, GREY
...-\ ��4
�!::•p SO/9 '" SYMBOL 4/12 INDICATES THAT 4 BLOWS OF A
�. \ , DRIVE SAMPLE. THE S
WC=14.1 256 .. 140 POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A
X25 \�1 50/4 50/4 �..�'. 23/12 \\ SO/9 DD=121 r 2.5 INCH 0.0. SAMPLER 12 INCHES.
DRIVE SAMPLE. THE SYMBOL 4/12 INDICATES THAT 4 BLOWS OF A
140 POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A
2.0 INCH O.D. SAMPLER 12 INCHES.
-WI INDICATES DEPTH AT WHICH TEST HOLE CAVED.
•
INDICATES PRACTICAL DRILLING REFUSAL,
•
4 INDICATES FREE WATER LEVEL, NLMERAL INDICATES (I)
DAYS AFTER DRILLING THAT MEASUREMENT WAS TAKEN.
NOTES'
•
1. . THE BORINGS WERE DRILLED NOVEMBER 22, AND DECEMBER 1. •1994 USING A 4-INCH DIAMETER
CONTINUOUS FLIGHT POWER AUGER.
2. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS. LIMITATIONS AND CONCLUSIONS AS CONTAINED
•
IN THIS REPORT.
LOGS OF EXPLORATORY BORINGS 3• WC-INDICATES NATURAL MOISTURE CONTENT (X)
JOB NO, 22,543 DD-INDICATES DRY DENSITY (PCF)
-2OO-INDICATES PERCENT PASSING THE NO. 200 SIEVE
LL-INDICATES LIQUID LIMIT (X)
•
PI-INDICATES PLASTICITY INDEX (XI
UC-INDICATES UNCONFINED COMPRESSIVE STRENGTH (PSF)
S$-INDICATES WATER SOLUBLE SULFATE CONCENTRATIONS (X) FIG. A-4
0 0
•
APPENDIX B
RESULTS OF LABORATORY TESTING
. o . o
V
3 • ,
I •
i I V ! 1
•
•
! T ! ! '
I ! I I . I ! ; i
I
• I ! i i it ij
i i I � j I i � t I
Z
O I i i i i 1 I l l i I
Z ! , ' I ! ! i ! ! i ! !
1
a I i ; j i I I i I i I , 1 i . 11
W ! ( i I ' •; I
• , I ' ; ! . ! I
I , I I I i I I , ! ,!Vi I 1
p 2 i • I I NO I MOVEME NT DUE TO WETTING I ! ' i I
. Z i I I 1 ! i I i I ; ; ; I 1 I , l
O ! I ! ; ! ; II I I I ' I l � l
I % ! i ! i i ! ; i ! ! 1
a 3 ! ' I I ! 11 • i I i
2 . I ! HU. I I ! I I
0I + I Ilni I I , Ili I . ` I . I I i
0.1 1.0 10 100
APPLIED PRESSURE - KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 106 pCp
From TH-1 AT 4 FEET • NATURAL MOISTURE CONTENT= 23.0 %
3 I i 1 1 i ± I I i 1 i i I I 1 I
I I 1 ! ' i ! I ' ! ! ! I fi
i I I I I I III
2 . ! ; ! I ! I l I Hip
1 ; it
1 I I ' I I ' I ! Mil I I 1 I ; j I j ,
•
1 I ! 1 I . . . , ! I ' i I i
I NO MOVEMENT 'DUE TO WETTING I I
! ! ! ! I
z °
---***i
-- I I ! I 1 I 1 III ! !
O ! I I I I : i 111
I 1 I ; I I
l
X 1 I I ! ' ! ! !
O i . !
in
O i I
0 I ! I 1
0.1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 112 pCF
From TH-3 AT 4 FEET NATURAL MOISTURECONTENT= 15. 1 % I
Swell Consolidafion
JOB NO. 22,543 Test Results FIG. B-1
•
O • o
V
7
5 --- - - - ; - -- - - ---. . --- - -• i i i
4 - -
3 ----- -. -j- -- - ---- -- ..........._____..:_,...____+____,_ -
. ; ' '•
1 I • • : ti j : t 1 t
,
I i ' i i
, . I ; : ! : l •
` • 1 i 1 I
. I 1 1 .I I . i I •I i , . . 1 �• I , I I
•
•
4 i 1 I l i f i i 1 1 f I
I I l l i i i l I I f i t l I 1
i • l 1 i • '
I 1 . i i 1 i I
•
1 •
- --• _.__._._-.__�. '- -i---'-
j
ADDITIONAL COMPRESSION. UNDER:
CONSTANT PRESSURE DUE TO
3 . -- --- -
• • WETTING
.
i
•
.
Cr) •Z ....
W
0. .. :
Z •
-
Cr) •
LIJ 7 . .
IX _ ....
CL
Q
0 s
0.1 1.0 • 10 100
APPLIED PRESSURE - KSF
Sample of SAND, CLAYEY (SC) NATURAL DRY UNIT WEIGHT= 116 PCF
From TH-4 AT 9 FEET NATURAL MOISTURE CONTENTS•5 %
•
•
•
•
Swell Consolidation
JOB NO. 22,543 Test Results FIG. 6-2
•
O O•
. ,
•
•
•
5 --- - - -.. : -- I I : I
1 i i i 1 I i I I I l j i
4 - r---=--'-'-- r� -'- ----- -- - --- -' ------ T_
i t t i I
! 1 ! I I I : ; '
i i i j ! ;
i t I.
3 i[ i I ~I .I I i •' i i i ! •
tt
_7.!
I I i I I _ I i j
l ! • I •I • ;
I ( E I I I I i i
• t i I • I I ,I i I I I
•
•
•
l • i I
3 '
.
•
Cl. EXPANSION .UNDER CONSTANT: i
PRESSURE DUE :TO WETTING- ?
W
. .
u.I 7 ... ..... • . .. . . .. .
2
•
0.1 • 1.0 10 100
APPLIED PRESSURE KSF • .
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 120 PCF
From TH-4 AT 14 FEET . NATURAL MOISTURE CONTENT=0.3 % .
•
- Swell Consolidafion
JOB NO. 22,543 Test Results FIG. B-3
•
•
o' o
V
3
2 __
• •
I ! I I I ; 1 i , I
?Al II •
•
BR 2 I I I , • I • I 11 ' j I
j ; • I l EXPANSION I UNDER CONSTANT I ' I 1 I 1
I 1
3 _ - + _P_RESSURE_DUE.:TO_WETTING I i ' I�II
a : I ! i 4 I I i
i ' I I ; i1 ; ;1 ; ; I 11
O 1 i 11 I I 1 i I I I
i 1 I + I i I
U
0.1 1.0 10 - 100
APPLIED PRESSURE -.KSF. •
Sample of CLAY,SANDY (CL) NATURAL DRY UNIT WEIGHT= 119 pCF
. From TH-5 AT 9 FEET . NATURAL MOISTURE CONTENT= 13.7
s i• , : I ; I ! I I f 11
i ; ; i i :
,z —
_ ___ —. i i i I
I• . i I
N
Z
W
• O .
N EXPANSION UNDER CONSTANT
g -_.... ... _ PRESSURE DUE-TO. WETTING :---- t -----'- --:. _
-
2
O !
0.1 1.0 10 100
•
APPLIED PRESSURE - KSF ' •
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 115 pCF
From TH-6 AT 9 FEET NATURAL MOISTURE CONTENT= 15.2 %
_ Swell Consolidation
Test Results
JOB NO. 22,543 FIG. B-4
• O O . Ei;;fi
•
3 .
•
•
i :
_ . ... .. .
2 _._.. ._....... .. _ -• •
i 1
0 •
! 1
Q1 _ _ _ .--- -_ I _-_
-•Z ii l '. , i
O , i I i i +
re ' i i , „ ! I ! I I
a I l I I l• l EXPANSION UNDER CONSTANT 1 '' 1 i i
o PRESSURE 'DUE TO WETTING 1 i 1 i ,i
O
0.1 1.0 10 100
APPLIED PRESSURE - KSF -
•
Sample of CLAY. SANDY (CL) NATURAL DRY UNIT WEIGHT= 111 PCF
From TH-7 AT 4 FFFT 'NATURAL MOISTURE CONTENT= 13.6 %
• 2
1 � j .
1 - - ------- -- -
•
• • !.ADDITIONAL COMPRESSION UNDER 'CONSTANT
•
PR SSURE. DUE TO WETTINGI
Z2 --- • ---- -
03 ---..
z
O
Cl) 4
2
O
05 !
0.1 1.0 10 100 .
•
APPLIED PRESSURE - KSF '
Sample of SAND, CLAYEY (SC) NATURAL DRY UNIT WEIGHT= 104 PCF
From • TH-8 AT 4 FEET NATURAL MOISTURE CONTENT=. 7.5 %
. •• ••
. . .. Swell Consolidation
JGB NO. 22.543 _Test Results FIG. B-5
. O • O •
V
3 •
•
•
: NO MOVEMENT DUE TO WETTING 11I
z
:
a i ; lii : ;. +
X : i j I I ! i i
W 1 i I i ' i I i I
• O I I I i i
2 i • i i i a. , 1 1 1 ! I I I i i i ; I , j
O i i 1 I ! I ' I I I ; I-;
V i I : it ' 3 I I i I I i 1 I I
0.1 1.0 10 100 - ,
APPLIED PRESSURE - KSF •
Sample of CLAYST0NE/SANDSTONE • NATURAL DRY UNIT WEIGHT= 110 PCF
• From TH-8 AT 24 FEET NATURAL MOISTURE CONTENT= 17.7 %
3 . . •• I , • ., i i ; I ;
•
I I
.
• •, '
I I I I I I
i
I I .
p - - i- I; - • r-- -' l
QO
Z ADDITIONAL COMPRESSION-UNDER-CONSTANT
X- PRESSURE DUE TO WETTING
W
L3 ___............ . - - -
2
0
0.1 1.0 10 100
APPLIED PRESSURE - KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 111 PCF
From TH-11 AT 4 FEET . NATURAL MOISTURE CONTENT= 12.0 °%,
• Swell Consolidafion
JOB NO. .22,543 • Test Results FIG. B-6
o O
V
3
2 — I
l • .
O j •
X i .cn
( i i i
W t t I i , I ' I
N f i i i
3
i i111 EXPANSION UNDER CONSTANT i 1 1 1 I
U IPRESSURE DUE TO WETTING• fii
I i i ! i
0.1 1.0 10 100
APPLIED PRESSURE - KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 112 pcj
From TH-12 AT 14 FEET NATURAL MOISTURE CONTENT= 19.9 %
3 • I a
i i I 1
Z - -- - - - _.-... ... ----= -_- -• . .. .. _
•
i f.
i I
•
!
w
j
O I • 1
t N ;
•
d . • ,
. , : : : i i
X .
W
z . •
.
•
N
CY
EXPANSION UNDER CONSTANT
O PRESSURE DUE TO WETTING 1
U
0.1 1.0 10 100
APPLIED PRESSURE - KSF '
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 114 PCF
From TH-16 AT 4 FEET • NATURAL MOISTURE CONTENT= 16.9 %
•
Swell Consolidation
Test Results
JOB NO. 22,543 FIG. B-7
O • O
•
1 __...._...._._...:.__.... -.._ - - ....-- ------
.
•
- -- . . .._.._..
p -- -
Z
O •
N
X i i I i
3° 2 -- ___1TTr1IT 'mT
0VEMDT0_ •
• G -
O • • i i i
in
O
U
0.1 1:0 10 100
APPLIED PRESSURE — KSF
•
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 114 PCF
From TH-17 AT 4 FEET • NATURAL MOISTURE CONTENT= 18.2 %
3 i ,
.
i
•
t
.
•
•
i l Z I
O . .
N
Z •
1 . .__.
i • •\._ ;
_
__
Z EXPANSION UNDER CONSTANT
O PRESSURE DUE TO WETTING
N
W
tx
•
O •
.
O •
0.1 1.0" •10 100
APPLIED PRESSURE - KSF
. Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 111 pCF
From TH-18 AT 9 FEET NATURALMOISTURECONTENT= .18.7 pia
Swell Consolidation
J08 NO. 22,543 Test Results FIG. B-8
O . . O
.
5 -- . --- — — -- —---- —
1
•
q • .
4 __..._... -- —— — —-- _..__. .. — —— --
i
. I
2 .. -_— ---- — ----__ _ - —.— —_ —_ —;
•
•
1 r I I 1 • 1
___ _ __.__ — t _—_._._.—. 1 i ,. I
r i - 1
•
I I
.. ; •I i I I 1 1 , f
,
•
• i
•� 1 I` , : e 'I
l
i• i•
i
i
_ , •• ! i : i
i
:
i
i
L
3 —
EXPANSI0N"UNDER-'CONSTANT: -_._ ._.
• PRESSURE DUE TO WETTING •
O •
Zs - _ ..._ : . -. - .. - -- -- -
•
X .
. W - • . ' ' , ..
0 6 ...... -- -- "
Z
o •
•
:
N '
N .
7 .. .... __.._ _ _..._. —.._.
.
••
O .
0.1 1.0 10 100
APPLIED PRESSURE - KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 121 PCF
From TH-18 AT 24 FEET NATURAL MOISTURE CONTENT= 14.1 %
Swell Consolidation
JOB NO. 22,543
Test Results FIG. B-9
O O
W
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN.15 MIN. 60 MIN:19 MIN. 4 MIN. 1 MIN. '200_._._100 _50'40'30 '16 -10'8 '4 318' 314- 1%z' 3' 5'6_8'
_...._.
100. � 7777 7777 7777 77.7.7 __ 7777._- . .:__.7777 -7777- 7777 ,0
90- 7777- - 4 10
7777.: .. .....i.... ...:...... _. .. _.. _ ... 7_777. ............... 7777..
80 -r 7777 7777- - 7777 - 7777 20
........... .. _. .
i..
70:— I •
7 — ;
:......... ........... — _... . -
:...... ..: ..........._.._..._1_.- i._....77'.77 i.. 'I:: .:_s3
Oi...._........:..............r........_.:a:_7.777 - :'.:. ........;__........__.1._7.77--4 .: . O
77:77. :7777
•7777
: 7777- - ..
60 7777- • 40
..l7777... _. 7_77_7 .. i ..._ ..
i .. :_. 7777.
7777 - 7777 --7777 c
50 r- ' 50
r
Z7777. 7_777.. 77_77.._ - __ .. .. 7777 777.7. __... ....._..... ... • ___7777.. _ ......... 77.77__ __ .+-'
w : .... ..... ..._7777�......._. :i-.7777. :L::_.....::�:_ ... 777 7777. ._.. .___• 777.7__ 7.777_... 77 . _
r... 777,7... .._�. ._.. 7777.. 7777... ....�... .-
.. .. . ::: _:; ......._::.- __ ... .. _.:777 7 7777.:: - ...
r
.; .. 7777.
w ;
_._...................._..._......._r.. _ 7.777. -___.._ 77.77._ 7777- -
}
60
.
.
30:
.............i.. ......... _..._._..._. ..._....r....._._7.77:7.7.7.7_7 7_777 ._ 7777 __.... __.._ .. .__.-_ 7777.. _7777._._ _... _77__77.
_.,. 7777 ._.......... 7777._. ..
7777 777:7
._.t.. .._. :.. 77.77. .:_.. ...7777.
;7D
. _......_..__........ 7777. _7777_ 7777...__ .._.__ 7777 _.. _.._ _77.7_7.._ 7777_ 77__77.__ ___._ __
r
..7777... ..............._..... 7777.. .. _.. .__ - 777__7. ._._.. __ _7777.. 777.7... ........ 777__7. ..__.....:...._..._.1___..___..__.}.._....__..._.__....._.i:.......... .......... • 77.77._ _..__ .__._r _7.777__. ___7777 7777__. _77__77 T... _
... 77.77.. . .. 7777_7777.
7777_. ....t... 77.77._.+._._:_.
20 _- ::�.
.......... : ............:..__.......:.._ 7.7_77. _ .._........ ....... 7777_ - - .. _.. .. •
,.. 7777. _ ._ 7777... r_. 7•777.. _ ... _..._..... 777
.._.. 7777. ._.._; 7777._._,.::.._.... 777_7. _.._ 7777_.. :i-........._ .._. - _. .- -7777;......... 77.77.. ..._.: 7.77__7 ......
10
7.777_ -
f
} _. :i_ •
r, 7 [ i
0 _ T..:777,7. ,r, , - :rr _ '100
. .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 7.19 2.0 2.38 4.76 9.52 19.1 36.1'l76.2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL
FINE I MEDIUM I COARSE FINE I COARSE I COBBLES
Sample of SAND. GRAVELLY (SP) GRAVEL 46 % SAND 5r) %
I
- , From TH-1 AT 14 FEET SILT&CLAY_A__% LIQUID UMIT...r_%
• PLASTICITY INDEX - %
HYDROMETER ANALYSIS . SIEVE ANALYSIS
25 HR.. 7 HR TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS
45 M1N.15 MIN. 60 MIN.19 MIN. 4-MIN. 1 MIN. '200 '100 '50_40'30 •_'16 '10'3 ',I__3/8' 314' 1 Yz' ' 3' 5'6' 8'
..- 7777 -7777-'-7777---- 7777-7777'- 7777`7777---- -
100._... _. .7777._. ..... ... .... ...0
7777
r __:__•..___.:....___
777_7 .i.._....... .. 7777......... ... 7777. .:.... ......1. ... ... 7_777.. _. ... .. _...7777 ... ... 7777. 7777
r--10•7777 , .. .._.: .. : ::.:_..
......_.._._.. 7777... r....._........._.__...._7777......_.......... 7777... ._...........7777.._ 7777.. __............ 7777..._ _
.. .. .. 7777. .. 7:777 .. 7777..:.........._........_... :7777 .............. ..... .::.__........
..7777.
•
80'_._._.-_._7777 .. • _�. : :. :7777_._ ._77__77_- _ 7777--.__.._...- 7777- 0
r .._. 7777 _. .. ... ._...._.....
c......... .;.. 7777 .....;...__......_,7777 ..
70-77.77- - 7777=-7777 _. - - =7777 - 77_77.. --..__ . 7777 7777 - -30
V • a
3 60- -- —'7777— — a0 w
•
•
•
Q .. .._ . 7777: 7777. _.. 7777 7777 7777_ ... .. ..__._ .. F.
a .. • ._ ..._.._...... 7777 _ 7777 -
-..7777- 7777-'_.7777. __7__777.7_7.77-7777-._._._.-----'
i 50: - - 7777 - •
, - 7777 ..._7777• --.---50
,_• . . .. . • z•w 40.77--77 1---___77.7_. _7_7_—7777 7777--- — :7:.7.... 7.12...::..i___:77 ----
a .. .77.7.7,__=777....t_7777.. . . _.. 777_7 7777.. .._.
.:. c. %..' :7777 .........._ 7777._ .. .. - ... 7777_. .. _. .. 7777 ........ . ... .... . ...
77:77" _7777.. 77;77: ...p.. _..;,
.. ..,....:.._. ..17_777. ..
77:77. 7777 ..
... .. 77 ... -7777...
.. ._:.. ._. 7777 ... 7.777... ... 7777....._._ 77;77.
JO'._._.... - - - - •- - - - - 7777 - - - - :-70
20 77:_77_ :_7777.__7777__7777. _. . 7.777._.-7777.. 7777 - 7777 __�;7777 -80
-------...----
90
•
0 - = .._..._..._..__.......':_....__.:..._._._._._._..'
.001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200
0.42 152
DIAMETER OF PARTICLE N MILLIMETERS
CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL
FINE _I MEDIUM 1 COARSE' FINE I COARSE I COBBLES
Sample of SAND, CLAYEY (SC) GRAVEL 0 % SAND 62 %
From TH-2 AT 4 FEET SILT&CLAY 38 % UQUID LIMIT - %
PLASTICITY INDEX -
•
Gradation
Test Results
JCS NO. 22,543 FIG. 6-10
O •
0 -
•
HYDROMETER ANALYSIS SIEVE ANALYSIS
g TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS
4S MIN_15 MIN._-_60 MIN.19 MIN. 4 MIN. 1 MIN. '200 _100--•50;40.'30 '16 '10'8 •'4 318' 3/4' 1W 3' 5'6' 8'
,_... r._.. .: ... . r..... -- --,0
:
F
:
_
80 = i - f. 0
70. ,.... r 0, I
__ t 3
i. I ::_.:_
60 _.. -- T I :40
t._
f:Z '• :I• i• . ..-. t -..._
W 40. _..
a - 1. •x
• t--.__ t r _.....4-._-- .. .._....-- --_- r , 1
t._. :T. r 70
-- T _ .
20 s 80
1 •
10 —
t
_... r ir- r rr, F TT rT _
's
_ j
p:_' �_ _._ _. r._._.,....;r. r ;.�- 1100
.001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200
152
DIAMETER OF PARTICLE IN MILUMETERS
CLAY(PLASTIC)TO SILT(NON PLASTIC) SAND GRAVEL
FINE J MEDIUM I COARSE FINE I COARSE I COBBLES
Sample of CLAY, SANDY (CL) GRAVEL 1 % SAND 24 %
;•1' From Tl-f5 AT 14 FEET SILT&CLAY 75 % UQUID UMIT Z__%
c I� PLASTICITY INDEX - %
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN`15 MIN. 60 MIN.19 MIN. 4 MIN. 1 MIN___200--'10Q__50'40'30 •16 '10_8 •4 3/8' 314' 1W 3- 5'6_8'
100 - ..._. ...... ------__... _ ..._.. -
90'
r.. 10
i
r.
c7 ,. .. C:1
3
•
__
•
10 ;:..........__.:_..:_._... ._._.__..... ._..-...-_.... ` Y_.:. _ ..__:..._.. --- - -- -- - :.
.001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200
•
0.42 152
, DIAMETER OF PARTICLE IN MILUMETERS
CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL
FINE I MEDIUM I COARSE FINE I COARSE I COBBLES
Sample of CLAY, SANDY (CL 1 GRAVEL 0 •% SAND 42 %
From TH-9 AT 4 FFFT SILT&CLAY SR % UQUID LIMIT -
PLASTICITY INDEX - %
•
Gradation
JOB NO. 22,543 - Test Results FIG. 8-11
O•
O •
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS '' U.S.STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN.15 MIN. 60 MIN.19 MIN. 4 MIN. 1 MIN. '200 '100 '50'40'30 '16 '10'8 •4 318' 3/4' 1'4' 3' 5'6' 8'
•
80 =----- '20
• ,
(- t ! o
Z 60; I • t
I i L • tl a
1• I
Wdo: :...... .... ... .. ...... ......__. _... W
- _ - '
: .160
} r -70
-...._ __.._ 1
I
�.
I I L -.
t =1 ,.:.190
0. I-'"-t--t'T'�- Y ___(T____T •. _,.r` ," ..r _Y �.l.
_�_t .i_ T :_. ..r_. �.__.:_.4,__7..-r 1-i.r__^T_'-!10D
.001 .002 .005 .009 ' .019 .037 .074 .149 .297 - .590 1.19 2.0 2.38 4,76 9.52 19.1 36.1 76.2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILUMETERS .
D GRAVEL
. CIAY(PLASTIC)-TO SILT(NON PLASTIC)
• FINE I MEDIUM I COARSE RNE I COARSE I COBBLES
•
-..Ik.4 Sample of CLAY, SANDY (CL) GRAVEL. 0. % SAND 45 %
From TH-15 AT 9 FEET .SILT&CLAY 55 % UQUID OMIT - % •
PLASTICITY INDEX %
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN.15 MIN. 60 MIN.19 MIN. 4 MIN. 1 MIN. '200 ''100 '50'40'30 '16 '-10'8 . •4_,..- 3/8_ 314' 1%z' 3' 5'6_8'
'-- - -- — -
100 • —'
90- —
i i.•80-- --- -------- , . , T - ,20
.:. a
z
40. 60 2• 10----- - ------ - - - ...' —-- - •- '- ---- - - ---
• •.001 .002 '.'.005 .009 " .019 .03-7-----.074 .149 .297 .590 1.19 -21-0-2-.36 4,76 9.52 19.1 36.1 76.2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILOMETERS
CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL
- FINE I MEDIUM I COARSE_ ' FINE 1 .COARSE I COBBLES
•
Sample of GRAVEL - ' % SAND
From SILT&CLAY _% LIQUID LIMIT %
PLASTICITY INDEX %
Gradation
.• •
Test Results •
J06 NO. 22,543 - FIG. B-12
JOB NO. 22,543
TABLE B - I
-- SUMMARY OF, LABORATORY TEST RESULTS PAGE 1 0F2
NATURAL NATURAL ATTERBERG LIMITS UNCONFINED SOLUBLE SULFATE PASSING
BORING ' DEPTH MOISTURE DRY LIQUID PLASTICITY COMPRESSIVE . NO. 200 SOIL TYPE
NO CONTENT DENSITY LIMIT INDEX STRENGTH SOILS WATER SIEVE(feet) (%) (pcf) (%) (%) (psf) (%) (ppm) (%) P r TH-1 4 23.0 106 CLAY, SANDY (CL)
TH-1 14 6.0 - 4 SAND, GRAVELLY (SP)
TH-2 4 15.4 113 . 38 SAND, CLAYEY(SC)
TH-3 4 15.1 112 CLAY, SANDY(CL)
TH-4 9 6.5 116 SAND,CLAYEY(SC)
TH-4 14 10.3 120 CLAY, SANDY (CL)
TH-5 ' 9 ' 13.7 119 0.006 CLAY, SANDY (CL)
TH-5 14 ' 18.7 111 39 26 75 CLAY, SANDY(CL).
TH-6 9 15.2 115 CLAY, SANDY(CL)
TH-6 14 18.4 111 3,800 CLAY, SANDY(CL)
TH-7 4 13.6 111 - 0.042 CLAY, SANDY(CL)
TH-8 4 7.5 104 SAND, CLAYEY(SC)
TH-8 14 25.1 98 53 CLAY, SANDY (CL)
TH-8 24 17.7 110 CLAYSTONE/SANDSTONE'
TH-9 ' 4 16.7 103 58 CLAY, SANDY(CL) �
TH-11 4 12.0 112 CLAY, SANDY(CL)
TH-11 9 17.2 112 2,000 CLAY, SANDY (CL)
TH-12 14 19.9 112 CLAY, SANDY(CL)
TH-13 4 18.2 103 46 SAND, CLAYEY(SC)
TH-14 4 11.7 105 27 SAND,CLAYEY (SC)
TH-15 9 19.7 106 55 CLAY, SANDY(CL)
TH-16 4 16.9 114 CLAY, SANDY(CL)
TH-17 4 18.2 114 CLAY, SANDY(CL) _
TH-18 9 18.7 111 CLAY, SANDY(CL)
TABLE B - I
JOB NO. 22,543
SUMMARY OF LABORATORY TEST RESULTS PAGE 2OF2
NATURAL NATURAL ATTERBERG LIMITS UNCONFINED SOLUBLE SULFATE PASSING
BORING DEPTH MOISTURE DRY LIQUID PLASTICITY COMPRESSIVE NO. 200 SOIL TYPE
NO CONTENT DENSITY LIMIT INDEX STRENGTH SOILS WATER SIEVE
feet %). (pcf) (%) (%) (psf) (%%) (ppm) (%)
TH-18 24 14.1 121 CLAY, SANDY(CL) •
•
O C
•
APPENDIX C
GUIDEUNE SITE GRADING SPECIFICATIONS
EL DORADO INDUSTRIAL PARK
WELD COUNTY ROAD 22 AND FRONTAGE ROAD
WELD COUNTY, COLORADO
0
GUIDELINE SITE GRADING SPECIFICATIONS
EL DORADO INDUSTRIAL PARK
WELD COUNTY ROAD 22 AND FRONTAGE ROAD
WELD COUNTY, COLORADO
1. DESCRIPTION
This item shall consist of the excavation, transportation, placement and
compaction of materials from locations indicated on the plans, or staked by the
Engineer, as necessary to achieve preliminary street and overlot elevations.
These specifications shall also apply to compaction of excess cut materials that
may be placed'outside of the subdivision and/or filing boundaries.
2. GENERAL
The Soils Engineer shall be the Owner's representative. The Soils
Engineer shall approve fill materials, method of placement, moisture contents and
percent compaction, and shall give written approval of the completed fill.
3. CLEARING JOB SITE
The Contractor shall remove all trees, brush and rubbish before excavation
or fill placement is begun. The Contractor shall dispose of the cleared material
to provide the Owner with a clean, neat appearing job site. Cleared material shall
not be placed in areas to receive fill or where the material will support structures
of any kind.
4. SCARIFYING AREA TO BE FILLED
All topsoil and vegetable matter shall be removed from the ground surface
upon which fill is to be placed. The surface shall then be plowed or scarified until
the surface is free from ruts, hummocks or other uneven features, which would
prevent uniform compaction by the equipment to be,used.
5. COMPACTING AREA TO BE FILLED
After the foundation for the fill has been cleared and scarified, it shall be
disced or bladed until it is free from large clods, brought to the proper moisture
content (within 0 to 2 percent above optimum) and compacted to not less than
95 percent of maximum density as determined in accordance with ASTM D 698.
O
6. FILL MATERIALS
Fill soils shall be free from vegetable matter or other deleterious
substances, and shall not contain rocks or lumps having a diameter greater than
six (6) inches. Fill materials shall be obtained from cut areas shown on the plans
or staked in the field by the Engineer.
On-site materials classifying as CL, CH, SC, SM, SW, SP, GP, GC and GM
are acceptable. Concrete, asphalt, organic matter and other deleterious materials
or debris shall not be used as fill.
7. MOISTURE CONTENT
Fill materials classifying as CH and CL shall be moisture treated to within
0 to 3 percent above optimum moisture content. Granular soils classifying as SC,
SM, SW, SP, GP, GC and GM shall be moisture treated to within 2± percent of
optimum moisture content as determined from Proctor compaction tests.
Sufficient laboratory compaction tests shall be made to determine the optimum
moisture content for the various soils encountered in borrow areas.
The Contractor may be required to add moisture to the excavation
materials in the borrow area if, in the opinion of the Soils Engineer, it is not
possible to obtain uniform moisture content by adding water on the fill surface.
The Contractor may be required to rake or disk the fill soils to provide uniform
moisture content through the soils.
The application of water to embankment materials shall be made with any
type of watering equipment approved by the Soils Engineer, which will give the
desired results. Water jets from the spreader shall not be directed at the
embankment with such force that fill materials are washed out.
Should too much water be added to any part of the fill, such that the
material is too wet to permit the desired compacted from being obtained, rolling
and all work on that section of the fill shall be delayed until the material has been
allowed to dry to the required moisture content. The Contractor will be permitted
to rework wet material in an approved manner to hasten its drying.
8. COMPACTION OF FILL AREAS
Selected fill material shall be placed and mixed in evenly spread layers.
After each fill layer has been placed, it shall be uniformly compacted to not less
than the specified percentage of maximum density. Fill shall be compacted to at
least 95 percent of the maximum density as determined in accordance with ASTM
D 698. At the option of the Soils Engineer, soils classifying as SW, GP, GC, or
GM may be compacted to 95 percent of maximum density as determined in
accordance with ASTM D 1557. Fill materials shall be place such that the
thickness of, loose materials does not exceed 10 inches and the compacted lift
thickness does not exceed 6 inches.
O
•
9. DENSITY TESTS
Field density tests shall be made by the Soils Engineer at locations and
depths.of his choosing. Where sheepsfoot rollers are used, the soil may be
disturbed to a depth of several,inches. Density tests shall be taken in compacted
material below the disturbed surface. When density tests indicate that the density
or moisture content of any layer of fill or portion thereof is below that required,the
particular layer or portion shall be reworked until the required density or moisture
content has been achieved.
10. SEASONAL LIMITS "
No fill material shall be placed, spread or rolled while it is frozen, thawing,
or during unfavorable weathered conditions. When work is interrupted by heavy
precipitation,fill operations shall not be resumed unit the Soils Engineer indicates
that the moisture content and density of previously placed materials are as
specified.
11. NOTICE REGARDING START OF GRADING
The Contractor shall submit notification to the FHA (if FHA financing is
anticipated). Soils Engineer and Owner advising them of the start of grading
operations at least three (3) days in advance of the starting date. Notification shall
also be submitted at least 3 days in advance of any resumption dates when grad-
ing operations have been stopped for any reason other than adverse weather
conditions.
12. REPORTING OF FIELD DENSITY TESTS
Density tests made by the Soils Engineer, as specified under "Density
Tests" above, shall be submitted progressively to the Owner. Dry density,
moisture content, and percentage compaction shall be reported for each test
taken.
13. DECLARATION REGARDING COMPLETED FILL
The Soils Engineer shall provide a written declaration stating that the site
was filled with acceptable materials, or was placed in general accordance with the_
specifications.
" 1
• x VERY SOFT TO (L4 STIFF, MO
IST, BROWN (CL)
TH-13 TH-14
•
tD CLAY AND SAND, VERY SOFT TO STIFF OR VERY
.JDIUM DENSE, MOIST TO VERY MOIST, BROWN
.0.1 SC)
•
�'• Y. VERY LOOSE TO MEDIUM DENSE, MOIST, BROWN,
. . (SC)
, 7/12 �•• 4/12
5 WC=18.2 . ' WC=1 . VERY LOOSE TO MEDIUM DENSE, MOIST, BROWN,
DD=103 !•• DD=1
200=46 -
4 -200=21
4 0= •• .
0 - .. 1_1_1', OCCASIONAL COBBLE OR CLAY LAYERS, LOOSE TO
r. _ , .. VERY MOIST, BROWN, RUST (SP OR (P)
2/12 > 6/12!
10
W "'
� ANDSTONE, VERY STIFF TO MEDIUM HARD, MOIST,
. 4 _ •
o: , PUST
I r 40
I • db
FI- 0 'D 9/12, CLAYSTONE/SANDSTONE, HARD TO VERY HARD, MOIST.
8/12 °'
w r� 15 o Q° 4 RUST
O o'P
o..0-..
F• ..;p.:y. .
•.' ✓ERY HARD, MOIST, OLIVE, GRAY
ill
QD' •
° ,. ..R.,.ii
,.0., oN,
20 c 14/12 bq° 36/1 •
dPte �.;.A:
•
A:; .e:. . JTED SANDSTONE, VERY HARD, MOIST, GREY
•••D a k:
THE SYMBOL 4/12 INDICATES THAT 4 BLOWS OF A
_ \ 1ER FALLING 30 INCHES WERE REQUIRED TO DRIVE A
\ 150/4 SAMPLER 12 INCHES.
25
THE SYMBOL 4/12 INDICATES THAT 4 BLOWS OF A
? lER FALLING 30 INCHES WERE REQUIRED TO DRIVE A
•
SAMPLER 12 INCHES.
P TH AT WHICH TEST HOLE CAVED.
.
•
LCTICAL DRILLING REFUSAL.
•
EE WATER LEVEL. NUMERAL INDICATES NUMBER OF
•
RILLING THAT MEASUREMENT WAS TAKEN.
• • MBER 1 , 1994 USING A 4-INCH DIAMETER
I
IMITATIONS AND CONCLUSIONS AS CONTAINED
.
i
'
JOB NO.• 22 , 543, I
•
1
IPSF)
. IONS (%)
C'1 i` • •
oo
(wit CENTRAL WELD COUNTY WATER DISTRICT
September 5, 1995 V
Pamela Franch
Rocky Mountain Consultants,Inc. . _
700 Florida Ave., Ste 500 .
Longmont, CO 80501 .
RE: . Olson&Rocky Mountain Trust Property ''
Dear Ms. Franch: ' -
This letter is in response to your March 27, 1995, letter regarding the annex application of Stanley &
Madeline Olson and Rocky Mountain Trust property to-the Town of Frederick. Pursuant to your
submitted information,there will be approximately 300 to 400 residential units in a residential zone and
approximately 140 acres would be developed as light industrial. Please provide the District with time
frames for final build out of the proposed developments and in the light industrial area identify what
the water usage would be.
The Town of Frederick currently has a contract for water service to the Town. I have attached a copy
of the contract with the Town of Frederick for your review. Please review the contract in the area that
talks about the limitations of the growth for the Town of Frederick. If the potential for water service -
exceeds that portion of the contract, then perhaps up-front moneys would be required to provide the
water service.
Please provide the District with the answers to the above mentioned request for information. The
District requires a $1,000.00 study fee for an appropriate response to your request for water service.
• The study fee will pay for the hydraulic model analysis for your request. If you have any questions or I
• can be of further assistance, please contact the office.
Sincerely,
CENTRAL WELD COUNTY WATER DISTRICT
W. Zad neral Manager
JWZ/ca
Enclosure
cc: Tom Ullman, TEC- -
2235 2nd Avenue • Greeley, Colorado 80631 • (303) 352.1284 • John Zadel. General Manager
(--) 0
cat. /1ain csanitatizor �i�t'zict
/Za ` 515 Kimbark Street
( l Suite 109
gin laggileackancxx
(303)776-9570 lonyn,ont.C'lD So5oi
. March 20, 1995
•
Ms. Pam Flank
- Rocky Mountain Consultants,
700 Florida Avenue
Longmont, Colorado 80501
Re: Commitment to serve
Dear Ms,. Ft ank
This letter is in reference to the following described real property:
Stanley Olson Farm, approximately 80 acres ,in E/2 of the SW/4
of Section 11 and approximately 160 acres in the E/2 of the
NW/4 and W/2 of NE/4 of Section 14, T2N R68W of the 6th P.M. ,
Weld County, Colorado.
Referenced property can be served. A major District trunk line runs
through this property. •
St. Vrain Sanitation District has 1852 SFE (single family equivalent) taps,
of which 349 have been purchased, resulting in 1503 available for purchase.
These taps are available to referenced property and other eligible
properties on a first-crane, first-serve basis. As the present supply of
taps is consumed, the District plans to increase the size of its treatment
plant to serve 5,555 SFE taps. These adai tional taps would also be made
available on a first-cane, first-serve basis.
The above-referenced property is eligible to utilize the available supply
of taps on a first-come, first-serve basis, subject to the following:
a. Installation of on-site laterals pursuant to District
standards and connection to the District's on-site trunk
line by the applicant;
b. Execution of a Service Agreement;
•
'c. Purchase and payment of the required number of taps, as
needed; and
d. Compliance with the District's Rules and Regulations. ,
CD
Should this property wish to obtain an absolute commitment to serve, taps
may be prepurchased and held until needed. Monthly service charges will be
assessed upon connection to new construction or twelve months after
purchase, whichever comes first.
Should you have any questions concerning this matter, do not hesitate to
contact me. .
•
Very truly yours,
ST. VRAIN SANITAT"ON DISTRICT
,S/0
•
By
L. D. Lawson, .P.E.
Manager
LDL:mcj
Hello