HomeMy WebLinkAbout20050947.tiff PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
A PORTION OF GILBAUGH'S APPALOOSA ACRES
WELD COUNTY ROADS 74 AND 41
EATON, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 086-02
July 11, 2002
Prepared for:
Snowdance Development
1750 25th Avenue, Suite 305
Greeley, Colorado 80634
Attn: Mr. Christian Rawson
a ISNorthern
Colorado
Geotech
2956 29th Street, Unit 21
Greeley, Colorado 80631
Phone: (970)506-9244
Fax: (970) 506-9242
2005-0947
Northern
Colorado
Geotech
July 11, 2002 2956 29th Street, Unit 21
Greeley, Colorado 80631
Phone: (970)506-9244
Fax: (970)506-9242
Snowdance Development
1750 25th Avenue, Suite 305
Greeley, Colorado 80634
Attn: Mr. Christian Rawson
Re: Preliminary Geotechnical Engineering Report
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No. 086-02
Northern Colorado Geotech has completed a preliminary geotechnical engineering exploration for
the proposed residential acreage development to be located northeast of the intersection of Weld
County Roads 74 and 41, east of Eaton, Colorado. This study was performed in general
accordance with our proposal number P02036g dated June 18, 2002.
The subsurface soils at the site consisted of varying layers of sandy lean clay, silty clayey sand, silty
sand and well graded sand with gravel. The soils are underlain by claystone and sandstone bedrock
on the eastern half of the site. The results of our field exploration and laboratory testing indicate that
the soils have non to low expansive potential and the claystone bedrock has moderate to high
expansive potential. The soils and bedrock at anticipated foundation bearing depths have low to
moderate load bearing capabilities.
Based on the anticipated construction and the results of our engineering exploration, it is our opinion
that the proposed residences placed 3 feet above the claystone bedrock may be supported on
spread footing foundations. Residences placed in or within 3 feet of the claystone may require a
drilled pier and grade beam foundation system. Based on preliminary percolation test results and
the depths to bedrock at the site, it is our opinion that standard septic systems will be feasible
throughout the majority of the site.
The results of this subsurface exploration are preliminary in nature and based on widely spaced test
borings. Prior to the start of residential construction, site specific soils and percolation tests should
be performed at structure and leach field locations.
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
If you have any questions concerning this report or any of our consulting services, please do not
hesitate to contact us (970) 506-9244.
Sincerely,
NORTHERN COLORADO GEOTECH�
Prepar d by:
/ ,
k `
Doug Leafgre , P. . �\ s
President
Reviewed by:
Gary G. Weeks, P.E.
Vice President
Copies to: Addressee (4)
iii
TABLE OF CONTENTS
Page No.
Letter of Transmittal ii
SCOPE 1
SITE CONDITIONS 1
PROPOSED CONSTRUCTION 2
SITE EXPLORATION 2
Laboratory Testing 2
SUBSURFACE CONDITIONS 3
Geology 3
Soil and Bedrock Conditions 3
Groundwater Conditions 4
Field Test Results 4
Laboratory Test Results 5
PRELIMINARY DESIGN RECOMMENDATIONS 5
Foundation Design 5
Footing Foundations 5
Drilled Piers 6
Below Grade Construction 6
Surface Drainage 6
Pavement Design and Construction 7
Septic System Construction 9
General Earthwork 9
Site Preparation 9
Fill Materials and Placement 10
GENERAL COMMENTS 11
ATTACHMENTS
Boring Location Plan
Logs of Borings
Laboratory Test Results
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
A PORTION OF GILBAUGH'S APPALOOSA ACRES
WELD COUNTY ROADS 74 AND 41
EATON, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 086-02
JULY 11, 2002
SCOPE
This report contains the results of our preliminary geotechnical engineering exploration for the
proposed residential acreage development to be located northeast of the intersection of Weld
County Roads 74 and 41, east of Eaton, Colorado. The site is located in the southwest quarter of
Section 33, Township 7 North, Range 65 West of the 6th Principal Meridian.
This report includes descriptions of, and geotechnical engineering recommendations relative to:
• subsurface soil and bedrock conditions
• groundwater conditions
• preliminary foundation design and construction
• basement construction
• drainage
• floor slab design and construction
• pavement design and construction
• septic systems
• earthwork
The recommendations contained in this report are based upon the results of field and laboratory
testing, engineering analyses, and experience with similar soil conditions, structures and our
understanding of the proposed project.
SITE CONDITIONS
The site is currently vegetated with a crop that was just beginning to sprout at the time of drilling.
Surface drainage is poor to the southeast. The site is border to the west and southwest by existing
residences that are located on small acreage lots and a gravel drive. Weld County Road 41 is
located further west. Weld County Road 74 is located south of the property. Agricultural ground
was observed north and east of the site.
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
PROPOSED CONSTRUCTION
As we understand it, the project will be developed for approximately 16 acreage lots. The
residences will be serviced by individual sewage disposal systems. Access roads may be paved,
although a final determination has not been made at the time of this report.
SITE EXPLORATION
A total of 8 test borings were drilled on June 17, 2002. The borings were drilled to approximate
depths of 15 feet at the locations shown on the Site Plan, Figure 1. In addition, a preliminary
percolation test boring was drilled adjacent to each soil test boring to a depth of 3 feet. All borings
were advanced with a truck-mounted drilling rig, utilizing 4- and 6-inch diameter solid stem augers.
The borings were located in the field by pacing from property lines and/or existing site features.
The accuracy of boring locations should only be assumed to the level implied by the methods used.
Lithologic logs of each boring were recorded by an engineering geologist during the drilling
operations. At selected intervals, samples of the subsurface materials were taken by driving split-
spoon and/or ring samplers. Standard penetration measurements were recorded while driving a
split-spoon and/or ring sampler into the subsurface materials. The standard penetration test is a
useful index in estimating the density of the materials encountered.
Groundwater conditions were evaluated in each boring at the time of subsurface exploration, and
one day after the drilling.
Laboratory Testing
The samples retrieved during the subsurface exploration were returned to our laboratory for
observation by the project manager. The soils were classified in general accordance with the
Unified Soil Classification System. At that time, the field descriptions were confirmed or modified
and an applicable laboratory testing program was formulated. Boring logs were prepared and are
attached with this report.
Laboratory tests were conducted on selected samples and are presented on the boring logs and
attached laboratory test sheets. The test results were used for the preliminary geotechnical
engineering analyses, and the development of foundation and earthwork recommendations.
Selected samples were tested for the following engineering properties:
2
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No. 086-02
• Water Content • Grain size
• Dry Density • Compressive Strength
• Consolidation • Expansion
• Atterberg Limits • Percent Fines
SUBSURFACE CONDITIONS
Geology
The proposed area is located within the Great Plains physiographic province. The Colorado
Piedmont is located near the western border of the Great Plains province and was formed during
Late Tertiary and Early Quaternary time (approximately 2,000,000 years ago). The Colorado
Piedmont is a broad, erosional trench which separates the Southern Rocky Mountains from the
High Plains. Structurally, the site lies near the axis of the Denver Basin. During the mountain
building of the Laramide Orogeny (approximately 70,000,000 years ago), intense tectonic activity
occurred, causing the uplifting of the Front Range and associated downwarping of the Denver
Basin to the east. Due to the erosional action of wind and streams, relatively flat uplands and
broad valleys characterize the present-day topography of the Colorado Piedmont in this region.
The site is underlain by the Cretaceous Laramie Formation. The Laramie is comprised of
interbedded sandstone, siltstone and claystone units. In southern Weld County and Boulder
County the Laramie also contains substantial coal deposits. However, we are unaware of any coal
mines in the immediate vicinity of the subject property.
Due to the relatively flat nature of the site, geologic hazards at the site are anticipated to be low.
Seismic activity in the area is anticipated to be low; and from a structural standpoint, the property
should be relatively stable. With proper site grading around proposed structures, erosional
problems at the site should be minimal.
Based on our soil test borings, literature search and our experience in the area, it is our opinion
that there are no economic deposits of quarry rock or aggregate at the site.
Soil and Bedrock Conditions
Soils at the site generally consisted of varying layers of sandy lean day, silty clayey sand, silty
sand and well graded sand with gravel to depths of approximately 6 to 15 feet. Sandstone and
claystone bedrock were encountered below the soils at depths of 6 to 11 feet on the western
3
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
portion of the site. The soils extended beyond the depth of exploration, 15 feet on the eastern
portion of the property. Summary boring logs are attached with this report.
Groundwater Conditions
Groundwater was not observed in any test boring at the time of field exploration, nor when checked
one day after the drilling. These observations represent groundwater conditions at the time of the
field exploration, and may not be indicative of other times, or at other locations. Groundwater
conditions can be expected to fluctuate with varying seasonal and weather conditions, and other
factors.
Due to the impermeable nature of the bedrock materials encountered on the western portion of the
property, areas of perched and/or trapped groundwater may occur at times in the subsurface soils
overlying bedrock in these areas. The location and amount of perched water is dependent upon
several factors, including hydrologic conditions, type of site development, irrigation demands on or
adjacent to the site, fluctuations in water features, seasonal and weather conditions.
Field Test Results
Field test results indicate that the clay soils vary from medium stiff to stiff in consistency. The sand
soils vary from loose to medium dense in relative density. The bedrock is soft in hardness.
Preliminary percolation testing conducted adjacent to each soil test boring is summarized as
follows:
Percolation Test Results
Test Hole Depth Soil Percolation Rate
(inches) Classification (minutes/inch)
1 36 CL 30
2 36 SM 8
3 36 CL 60
4 36 CL 40
5 36 SM 10
6 36 SM 10
7 36 SC-SM 24
8 36 SM 14
The soils in the proposed development have good to fair percolation rates.
4
r
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
Laboratory Test Results
Laboratory test results indicate that the soils have non to low expansive potential. The bedrock is
moderately to highly expansive.
PRELIMINARY DESIGN RECOMMENDATIONS
Foundation Design
Based on the results of our subsurface exploration and the results of the laboratory testing, it is our
opinion that spread footing foundations are feasible provided the foundation is placed a minimum
of 3 feet above the claystone bedrock. A drilled pier and grade beam foundation system may be
used for support of proposed structures placed in or within 3 feet of the bedrock. The footings
should be placed on undisturbed soils and/or engineered fill material. The piers should be drilled
into the existing bedrock encountered at the site.
Preliminary design criteria for alternative foundation systems is subsequently outlined. Use of the
alternative foundation systems outlined in this report should be determined for individual residential
structures on the basis of supplemental geotechnical exploration of each lot prior to construction.
Slab-on-grade construction is considered acceptable for use when the subgrade soils consist of the
on-site soils, provided that design and construction recommendations are followed. Given the
engineering characteristics of the bedrock, consideration should be given to use of structural floor
systems in basement areas where these materials will be encountered. Evaluation of expansion
tests conducted on individual lots during supplemental geotechnical exploration is recommended to
assess the need for structural floor systems.
Footing Foundations
Based on the results of our preliminary subsurface exploration and laboratory testing, it is our
opinion that spread footing foundations bearing upon undisturbed soil and/or engineered fill may
be used for support of structures placed a minimum of 3 feet above the bedrock encountered on
the west potion of the site. The footings may be preliminarily designed for a maximum bearing
pressure of 1,250 to 2,500 psf. In addition, the footings may need to be sized to maintain a
minimum dead-load pressure up to 750 psf. The design bearing pressure applies to dead loads
plus design live load conditions. The design bearing pressure may be increased by one-third when
considering total loads that include wind or seismic conditions.
r
5
Snowdance Development
A Portion of Gllbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection
and to provide confinement for the bearing soils. Finished grade is the lowest adjacent grade for
perimeter footings.
Drilled Piers
Based on the proximity of the expansive claystone bedrock potential foundations, it is our opinion
that a drilled pier and grade beam foundation system be used for support of the proposed structure
placed within 3 feet of the bedrock. Straight shaft piers, drilled a minimum of 7 feet into firm or
harder bedrock, with a minimum shaft length of 23 feet are recommended.
Piers may be preliminarily designed for maximum end-bearing pressures of 10,000 to 25,000
pounds per square foot (psf), and skin friction of 1,000 to 2,500 psf for the portion of the pier in firm
or harder bedrock.
All piers require sufficient dead-load and/or additional penetration into the bearing strata to resist
the potential uplift of the expansive materials.
Below Grade Construction
Groundwater was not encountered on the site to the maximum depth of exploration, 15 feet.
Therefore, full-depth basement construction is considered acceptable on the site.
Completion of site development, including installation of landscaping and irrigation systems, may
lead to perched groundwater development.
To reduce the potential for groundwater to impact foundation bearing soils and enter the basement
of the structure, installation of a perimeter drainage system is recommended. The drainage system
should be constructed around the exterior perimeter of the basement foundation, and sloped at a
minimum 1/8 inch per foot to a suitable outlet, such as a sump and pump system.
The drainage system should consist of a properly sized perforated pipe, embedded in free-draining
gravel, placed in a trench at least 12 inches in width. Gravel should extend a minimum of 3 inches
beneath the bottom of the pipe, and at least 2 feet above the bottom of the foundation wall. The
gravel should be covered with drainage fabric prior to placement of foundation backfill.
Surface Drainage
Positive drainage should be provided during construction and maintained throughout the life of the
proposed project. Infiltration of water into utility or foundation excavations must be prevented
6
Snowdance Development
A Portion of Glibaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
during construction. Planters and other surface features which could retain water in areas adjacent
to the building or pavements should be sealed or eliminated. In areas where sidewalks or paving
do not immediately adjoin the structure, we recommend that protective slopes be provided with a
minimum grade of approximately 10 percent for at least 10 feet from perimeter walls. Backfill
against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted
and free of all construction debris to reduce the possibility of moisture infiltration.
Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the
ground surface beneath such features is not protected by exterior slabs or paving. Sprinkler
systems should not be installed within 5 feet of foundation walls. Landscaped irrigation adjacent to
the foundation system should be minimized or eliminated.
Pavement Design and Construction
If paving is desired, the required total thickness for the pavement structure is dependent primarily
upon the foundation soil or subgrade and upon traffic conditions. Based on the soil conditions
encountered at the site, the anticipated type and volume of traffic and using a group index of 5 as
^ the criterion for pavement design, the following minimum pavement thicknesses are recommended:
Recommended Pavement Thicknesses(Inches)
Traffic Area Alternative Asphalt Aggregate Plant-Mixed Portland
Concrete Base Bituminous Cement
Surface Course Base Concrete Total
Residential A 3 6 9
Streets B 2 3 5
C 5 5
Each alternative should be investigated with respect to current material availability and economic
conditions.
Aggregate base course (if used on the site) should consist of a blend of sand and gravel which
meets strict specifications for quality and gradation. Use of materials meeting Colorado
Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base course.
Aggregate base course should be placed in lifts not exceeding six inches and should be
compacted to a minimum of 95% Standard Proctor Density (ASTM D698).
7
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
Asphalt concrete and/or plant-mixed bituminous base course should be composed of a mixture of
aggregate, filler and additives, if required, and approved bituminous material. The bituminous base
and/or asphalt concrete should conform to approved mix designs stating the Hveem properties,
optimum asphalt content, job mix formula and recommended mixing and placing temperatures.
Aggregate used in plant-mixed bituminous base course and/or asphalt concrete should meet
particular gradations. Material meeting Colorado Department of Transportation Grading C or CX
specification is recommended for asphalt concrete. Aggregate meeting Colorado Department of
Transportation Grading G or C specifications is recommended for plant-mixed bituminous base
course. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt
material should be placed in maximum 3-inch lifts and should be compacted to a minimum of 95%
Hveem density (ASTM D1560) (ASTM D1561).
Where rigid pavements are used, the concrete should be obtained from an approved mix design
with the following minimum properties:
• Modulus of Rupture @ 28 days 550 psi minimum
• Strength Requirements ASTM C94
• Cement Type Type I-II Portland
• Concrete Aggregate ASTM C33 and CDOT Section 703
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes
from the time the water is added to the mix. Other specifications outlined by the Colorado
Department of Transportation should be followed.
Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation. The location and extent of joints should be based upon the
final pavement geometry. Sawed joints should be cut within 24-hours of concrete placement, and
should be a minimum of 25% of slab thickness plus 1/4 inch. All joints should be sealed to prevent
entry of foreign material and dowelled where necessary for load transfer.
Based upon the subsurface conditions determined from the geotechnical exploration, subgrade
soils exposed during construction are anticipated to be relatively stable. However, the stability of
the subgrade may be affected by precipitation, repetitive construction traffic or other factors. When
unstable conditions develop, workability may be improved by scarifying and drying.
Overexcavation of wet zones and replacement with granular materials may be necessary. Use of
lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique.
— Laboratory evaluation is recommended to determine the effect of chemical stabilization on
8
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
subgrade soils prior to construction. Lightweight excavation equipment may be required to reduce
subgrade pumping.
Septic System Construction
Field test results indicate that standard septic systems are feasible throughout the majority of the
site. Complete percolation tests need to be conducted when leach field locations are finalized.
Systems should be designed in accordance with applicable state and county requirements and
should be located at the minimum distances from all pertinent ground features described in Weld
County regulations.
General Earthwork
All earthwork on the project should be observed and evaluated by Northern Colorado
Geotech. The evaluation of earthwork should include observation and testing of
engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical
conditions exposed during the construction of the project.
Site Preparation
Strip and remove existing vegetation, debris, and other deleterious materials from proposed
building and pavement areas. All exposed surfaces should be free of mounds and
depressions which could prevent uniform compaction.
Stripped materials consisting of vegetation and organic materials should be wasted from the
site, or used to revegetate landscaped areas or exposed slopes after completion of grading
operations.
If unexpected fills or underground facilities are encountered, such features should be
removed and the excavation thoroughly cleaned prior to backfill placement and/or
construction.
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
The individual contractor(s) is responsible for designing and constructing stable, temporary
excavations as required to maintain stability of both the excavation sides and bottom. All
excavations should be sloped or shored in the interest of safety following local, and federal
regulations, including current OSHA excavation and trench safety standards.
9
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
Fill Materials and Placement
All exposed areas which will receive fill should be scarified to a minimum depth of eight
inches, conditioned to near optimum moisture content, and compacted.
The placement of soils on the site should be observed by Northern Colorado Geotech. The
fill should be assessed for suitability of use in the proposed fill and tested for placement
including compaction percentage and moisture content.
Engineered fill should be placed and compacted in horizontal lifts, using equipment and
procedures that will produce recommended moisture contents and densities throughout the
lift. Recommended compaction criteria for engineered fill materials are as follows:
Clean on-site soils or approved imported materials may be used as fill material.
Imported soils (if required) should conform to the following:
Percent fines by weight
Gradation (ASTM C1361
6" 100
3" 70-100
No. 4 Sieve 50-100
No. 200 Sieve 60 (max)
• Liquid Limit 30 (max)
• Plasticity Index 15 (max)
Minimum Percent
Material JASTM D6981
Scarified subgrade soils 95
On-site and imported fill soils:
Beneath foundations 95
Beneath slabs 95
Beneath pavements 95
10
Snowdance Development
A Portion of Gilbaugh's Appaloosa Acres
Northern Colorado Geotech Project No.086-02
On-site or imported clay soils should be compacted within a moisture content range of 2
percent below, to 2 percent above optimum. Granular soils should be compacted within a
moisture range of 3 percent below to 3 percent above optimum unless modified by the
project geotechnical engineer.
GENERAL COMMENTS
The analysis and recommendations presented in this report are based upon data obtained from
borings performed to obtain representative subsurface conditions at the site. Variations in the soil
between borings will occur. Northern Colorado Geotech should be present during construction to
observe the excavation and construction procedures and confirm or modify our recommendations.
The scope of services for this project does not include either specifically or by implication any
environmental assessment of the site.
This report has been prepared in accordance with generally accepted geotechnical engineering
practices in this area at this time. No warranties, either express or implied, are intended or made.
11
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Snowdance Development
SITE Weld County Roads 74 and 41 PROJECT
Eaton,Colorado Gilbaugh's Appaloosa Acres
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Snowdance Development
SITE Weld County Roads 74 and 41 PROJECT
Eaton,Colorado Gilbaugh's Appaloosa Acres I
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Snowdance Development
SITE Weld County Roads 74 and 41 PROJECT
Eaton,Colorado Gilbaugh's Appaloosa Acres
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Far. 970-506.9242 NCO PROJECT No. 086-02
LOG OF BORING No. 5 Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
Snowdance Development
SITE Weld County Roads 74 and 41 PROJECT
Eaton,Colorado Gilbaugh's Appaloosa Acres
SAMPLES TESTS
0
(7 IR
₹N z> ui y zw
2 r N D w ≥U D w 1 W
r 3 ' m w �w r o 0f
w Oj 7 a Oz 0 Y-u_ z0
0 0 mz z I- -- f Oo =r
05 6"TOPSOIL :;�• i '
Y
SILTY SAND —
Tan, dry to moist, medium dense —
10 1 55 12 10
-
8.0
: "M ; 25 2 RS 12 5
e.(Y.
SILTY SAND WITH GRAVEL
Tan, moist medium dense '.: -
'C 10-
o ;
C43t,• .. -
•0 -• •'q' -
G..[ 27 3 SS 12 2
15.0 `- 15
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 6/17/02 FINISHED 6/17/02
WL None W.D. tlotorado
Geotech ems co. Drilling Eng Dwu RIO CME-55
WL None A.B. 2956 29th Sheet,unit 21
Greeley Colorado 80631 LOGGED BY DML APPROVED DML
When Checked 1 Day A.B. Pr one:x: 970-506-9244
io-os 992242 NCO PROJECT NO. 086-02
LOG OF BORING No. 6 Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
Snowdance Development
SITE Weld County Roads 74 and 41 PROJECT
Eaton,Colorado Gilbaugh's Appaloosa Acres
SAMPLES TESTS
o co
o .. et zR c W z
-J 11 IV j W y zW ~zL
2 = NJ W Jo D W aW -U2
& fr 3-' CO w zw 1 o og oFw
rc w o< M o_ C3 O >-w 20 500
o o mz z ?? FEW_ 195 ciS
0.5 6"TOPSOIL .�.
SILTY SAND —
Tan, dry to moist, medium dense —
10 1 SS 12 5 22/NP/40
s-
i12 2 RS 12 8 118 7,500
10-
11.0
WEATHERED SANDSTONE/SILTSTONE
Gold to tan, moist,soft —
\ 15 3 SS 12 28
15.0 ' 15
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 6/17/02 FINISHED 6/17/02
WL None W.D. a i olorado —
Geotech DRILL co. Drilling Eng DwuwG CME-55
WL None A.B. 2955 29th Street,unit 21 Greeley,Colorado 80631 LOGGED BY DML APPROVED DML
¢
8 When Checked 1 Day A.B. Phone: 970-506-9244
Fax: 970-5069242 NCG PROJECT No. 086-02
LOG OF BORING No. 7
Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
Snowdance Development
SITE Weld County Roads 74 and 41 PROJECT
Eaton,Colorado Gilbaugh's Appaloosa Acres
SAMPLES TESTS
O re 7R g
�— N Z> U) y Wee
_ = WD W ≥U D W a~
0- I- 3 m W R'W 2
N ❑ ❑
K w 9> > Y.. ❑X. O KU zo
C, ❑ mz z F- zz ❑o_ x1-
6"TOPSOIL
0.5 4.•`
r
SILTY CLAYEY SAND —
Tan, dry to moist, medium dense —
—'� 12 1 SS 12 7
J. -
5—
3 11 2 RS 12 8 109 9,000
• 10-
11.5
Sr -
SILTY SAND WITH GRAVEL
Tan, moist, medium dense € -
i;
18 3 SS 12 2
15.0
BOTTOM OF BORING 15
WATER LEVEL OBSERVATIONS Northern STARTED 6/17/02 FINISHED 6/17/02
,0% solorado
WL None W.D. Geo ech onus co. Drilling Eng DRJLLRIG CME-55
o WL None A.B. 2956 29th street,Unit 21 LOGGED BY DML APPROVED DML
Greeley,Colorado 80631
When Checked 1 Day A.B. Phone: 970-5069244
Fax: 970-5069242 NCO PROJECT NO. 086-02
LOG OF BORING No. 8 Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
Snowdance Development
SITE Weld County Roads 74 and 41 PROJECT
Eaton,Colorado Gilbaugh's Appaloosa Acres
SAMPLES TESTS
0
0 re ae
o
F ₹v z> ui y Wee
3
a re z
= NJ m CLW 0 it Z-7 Ill re WO I- 0 1W O. w y
02
w O) j }a} • - o � z� z0
6 6mi Z F -- 3 Oa =r
0.5 6"TOPSOIL 'a' •.
SILTY SAND —
Tan,dry to moist, medium dense e -
3 13 1 RS 12 8 91 8,000
5-'
6.5
a N.
WELL GRADED SAND WITH GRAVEL —
Tan, moist,medium dense
0• -It 25 2 SS 12 1
b;I:t 10—
Q:Si: —
• Q
• -
b�M1M1• �. 22 3 SS 12 3
;•LY
15.0 �••'•• 15
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 6/17/02 FINISHED 6/17/02
WL None w.o. iI/�OIOr3dO
Geotech DRILL co. Drilling Eng DRILL RHi CME-55
WL None A.B. 295629th Street,unit 21
LOGGED BY DML APPROVED DML
Greeley,Colorado 80631
When Checked 1 Day A.B. Phone: 970-506-9244
Far. 970-5069242 NCG PROJECT NO. 086-02
-6
-5 -
-4 — S ~ - .
-3
-2 - .
aiR
Q -1 , .
re
H-
v)
ce_______________________________"=•
1 .
2
3 _ .
4
0.1 1 10
STRESS,kef
Specimen Identification Classification t MC%
• 1 8.0 Weathered Claystone/Sandstone 107 14
CONSOLIDATION TEST
Northern 2956 29th Street,unit 21 Client: Snowdance Development Number: 086-02
Colorado '970-506-9244 80631 p
o Geotech Fax: 970-506'9242 Project: Gilbaugh's Appaloosa Acres
N
O
g Location: Weld County Roads 74 and 41
I
-4
1
-2
0�-
2 -
z
4
I
U,
6
8
10
12
0.1 1 10
STRESS,ksf
Specimen Identification Classification Yd MC%
• 8 3.0 Silty Sand 94 8
CONSOLIDATION TEST
Northern
Strenit et Client: Snowdance Development Number:086-02
Colorado y
Phone: 97x506-9244
Geotech Fax: 97"° 9242 Project: Gilbaugh's Appaloosa Acres
Location: Weld County Roads 74 and 41
U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 314 123/8 3 4 6 810 1416 20 30 40 50 60 100140200
100 I l 1 N l 1 1 1 1 1 I I I
95 __ _ _ _ -
85 •-"-
80 _ _ .
75 1. -
70 "-
65 _ - - __
F-
00 60 • ' _ "—'
w
055 —
m
cc
u1 50
z
LL
N 45
z
W
0 40
ce
W
a
35
•
•
30
25 -
•
20 .
15
10
5
0 •
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND SILT OR CLAY
coarse I fine coarse I medium I fine
Specimen Identification Classification LL PL PI Cc Cu
• 5 8.0 Silty Sand with Gravel
M 8 8.0 Well Graded Sand with Gravel 1.20 16.24
Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay
• 5 8.0 12.5 0.947 17.4 51.5 31.2
M 8 8.0 12.5 3.39 0.923 0.209 28.8 66.4 4.8
GRAIN SIZE DISTRIBUTION
Nor 2956 29th Street,,unit 21 Client: Snowdance Development Number:086-02
il/ Colorado ec Greet!Phone:' 6063,
970-506-9244S.
Geotech Fax 970-506-9242 Project: Gilbaugh's Appaloosa Acres
i Location: Weld County Roads 74 and 41
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