HomeMy WebLinkAbout20042501.tiff Northern
Colorado
Geotech
2956 29th Street, Unit 21
Greeley,Colorado 80631
Phone:(970)506-9244
Fax: (970)506-9242
August 20, 2002
JER Partnership
do West Hill-N-Park Inc.
PO Box 632
Greeley, Colorado 80632
Attn: Mr. Mike Thomas
Re: Mineral and Aggregate Evaluation
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
Northern Colorado Geotech has completed a mineral and aggregate evaluation for the proposed
residential development located in the Hill-N-Park development along 49th Street in Evans,
Colorado.
Northern Colorado Geotech drilled five test borings at the project site on August 24, 2001 as part of
a Geotechnical Engineering Report (Report No. 131-02, dated August 20, 2002). The subsurface
soils at the site consisted of silty sand, clayey sand, well graded sand with gravel and sandstone
bedrock. The well graded sand with gravel layer was only encountered in Test Boring 4 at a depth
of 12% feet. The remaining silty and clayey sand did not contain gravel or aggregate. The
sandstone bedrock encountered at the site is likely a portion of the Cretaceous Laramie Formation.
The Laramie is not known to contain economic quantities of quarry rock. Numerous coal beds are
contained within the Laramie Formation in the southern part of Weld County, and at isolated areas
south of Kersey, Colorado. However, we are unaware of the any coal mines in the immediate
vicinity of the project site. Additionally, the subject property is a small parcel of ground that would
not be big enough to support a commercial mining operation.
Therefore, it is our opinion that the subject site does not contain economic quantities of mineral,
aggregate or quarry rock.
If you have any questions concerning this report or any of our consulting services, please do not
hesitate to contact us at (970) 506-9244.
Sincerely,
NORTHERN COLORADO GEOTECH
Prepare by:
Dou eaf ren, P
President i
Copies to: Addressee (3)`
2004-2501
GEOTECHNICAL ENGINEERING REPORT
HILL-N-PARK SUBDIVISION
YELLOWSTONE AND YOSEMITE DRIVES
EVANS, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 131-02
August 20, 2002
Prepared for:
JER Partnership
do West Hill-N-Park Inc.
PO Box 632
Greeley, Colorado 80632
Attn: Mr. Mike Thomas
Northern
Colorado
Geotech
2956 29th Street, Unit 21
Greeley,Colorado 80631
Phone: (970)506-9244
Fax: (970)506-9242
Northern
Colorado
Geotech
2956 29th Street, Unit 21
' Greeley,Colorado 80631
, Phone: (970)506-9244
Fax: (970)506-9242
August 20, 2002
JER Partnership
Go West Hill-N-Park Inc.
PO Box 632
Greeley, Colorado 80632
Attn: Mr. Mike Thomas
Re: Geotechnical Engineering Report
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
Northern Colorado Geotech has completed a geotechnical engineering exploration for the proposed
structures that will be located at in the Hill-N-Park development along 49th Street in Evans,
Colorado.
The subsurface soils at the site consisted of silty sand, clayey sand, well graded sand with gravel
and sandstone bedrock. The results of our field exploration and laboratory testing indicate that the
soils and bedrock at the site are non-expansive and 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 structures may be supported by spread footing foundation systems. Slab on
grade may be utilized for the interior floor systems.
If you have any questions concerning this report or any of our consulting services, please do not
hesitate to contact us.
Sincerely,
NORTHERN COLORADO GEOTECH _'\.
Prepar
1
Doug Leafgr{n, P.G. j
President //
Reviewed by:
Gary G. Weeks, P.E.
Vice President
Copies to: Addressee (3)
TABLE OF CONTENTS
Page No.
Letter of Transmittal
SCOPE 1
SITE CONDITIONS 1
PROPOSED CONSTRUCTION 2
SITE EXPLORATION 2
Laboratory Testing 2
SUBSURFACE CONDITIONS 3
Soil and Bedrock Conditions 3
Groundwater Conditions 3
Field Test Results 3
Laboratory Test Results 3
DESIGN RECOMMENDATIONS 4
Foundation Design 4
Footing Foundations 4
Below Grade Construction 5
Floor Slab Design and Construction 6
Pavement Design and Construction 7
General Earthwork 8
Site Preparation 8
Fill Materials and Placement 9
GENERAL COMMENTS 10
ATTACHMENTS
Boring Location Plan
Logs of Borings
Laboratory Test Results
•
GEOTECHNICAL ENGINEERING REPORT
HILL-N-PARK SUBDIVISION
YELLOWSTONE AND YOSEMITE DRIVES
EVANS, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 131-02
AUGUST 20, 2002
SCOPE
This report contains the results of our geotechnical engineering exploration for the proposed
residential structures to be constructed in the Hill-N-Park development along 49th Street in Evans,
Colorado.
This report includes descriptions of, and geotechnical engineering recommendations relative to:
• subsurface soil and bedrock conditions
• groundwater conditions
• foundation design and construction
• basement construction
• drainage
• floor slab design and construction
• pavement design and construction
• 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 native grasses. Several evergreen trees are located on the
southern property boundary. Surface drainage is fair to good to the northeast. The property is
bordered on all sides by paved roads. Yellowstone and Yosemite Drives are located to the west
and north, respectively while Hill-N-Park Drive and 49th Street are located to the east and south.
The surrounding area is primarily single family residential structures with a convenience store
located near the southwest corner of the site and a fire station located near the northwest corner of
the property.
JER Partnership
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
PROPOSED CONSTRUCTION
As we understand it, the project will consist of developing the property for residential structures that
may include mobile homes, modular homes and/or duplex units. The proposed structures may
include slab on grade and basement construction. Associated paving will be included in the
project.
SITE EXPLORATION
A total of five test borings were drilled on August 24, 2001. The borings were drilled to
approximate depths of 5 to 15 feet at the locations shown on the Site Plan, Figure 1. Four borings
were drilled within the proposed building location areas to depths of 15 feet, and one boring was
drilled in the area of proposed cul-de-sac to a depth of 5 feet. All borings were advanced with a
truck-mounted drilling rig, utilizing 4-inch diameter solid stem augers.
The borings were located in the field by pacing from property lines and/or existing site features.
Relative surface elevations at the boring locations were obtained by measurements with an
engineer's level from a temporary bench mark (TBM) shown on the Site Plan. The accuracy of
boring locations and elevations should only be assumed to the level implied by the methods used
to determine each.
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 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
three days 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.
2
JER Partnership
Hill-N-Park Subdivision
Northern Colorado Geotech Project No.131-02
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 geotechnical engineering
analyses, and the development of foundation and earthwork recommendations.
Selected samples were tested for the following engineering properties:
• Water Content • Grain size
• Dry Density • Atterberg Limits
• Consolidation • Percent Fines
• Compressive Strength • Expansion
SUBSURFACE CONDITIONS
Soil and Bedrock Conditions
Soils at the site generally consisted of silty sand and clayey sand to depths of approximately 12%
to 15 feet. Well graded sand with gravel and sandstone bedrock was encountered below the
clayey sand in Test Borings 2 and 4 at depths of approximately 12% and extended beyond the
depths explored. Summary boring logs for the borings are attached with this report.
Groundwater Conditions
Groundwater was encountered in Test Boring 4 at an approximate depth of 14 feet at the time of
field exploration and when checked three days 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 levels can be expected to fluctuate with varying seasonal
and weather conditions.
Field Test Results
Field test results indicate that the sand soils vary from loose to medium dense, in relative density.
The bedrock varies from moderately hard to hard in hardness.
Laboratory Test Results
Laboratory test results indicate that the soils are non-expansive and have low to moderate load
bearing capabilities.
3
.^� JER Partnership
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
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 foundation systems may be used for support of the proposed
structures. The footings should be placed on undisturbed soils and/or engineered fill material.
Design and construction recommendations for foundation systems and other earth connected
phases of the project are outlined below.
Footing Foundations
Based on the results of our subsurface exploration and our laboratory testing, it is our opinion that
a spread footing foundation system bearing upon undisturbed soil and/or engineered fill may be
used for support of the proposed structure. The footings may be designed for a maximum bearing
pressure of 1,500 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.
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.
Footings should be proportioned to reduce differential foundation movement. Proportioning on the
basis of equal total settlement is recommended; however, proportioning to relative constant dead-
load pressure will also reduce differential settlement between adjacent footings. Total settlement
resulting from the assumed structural loads is estimated to be on the order of 3/4 inch or less.
Differential settlement should be on the order of 1/2 to 3/4 of the estimated total settlement.
Additional foundation movements could occur if water from any source infiltrates the foundation
soils; therefore, proper drainage should be provided in the final design and during construction.
Foundations and masonry walls should be reinforced as necessary to reduce the potential for
distress caused by differential foundation movement. The use of joints at openings or other
discontinuities in masonry walls is recommended.
Foundation excavations should be observed by Northern Colorado Geotech. If the soil conditions
encountered differ significantly from those presented in this report, supplemental recommendations
may be required.
4
JER Partnership
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
Below Grade Construction
Groundwater was only encountered at the site the site in Test Boring 4 at an approximate depth of
14 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 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
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.
5
JER Partnership
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
Floor Slab Design and Construction
Some differential movement of a slab-on-grade floor systems is possible should the subgrade soils
become elevated in moisture content. To reduce potential slab movements, the subgrade soils
should be prepared as outlined in the earthwork section of this report.
Additional floor slab design and construction recommendations are as follows:
• Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement.
• Control joints should be provided in slabs to control the location and extent of
cracking.
• Interior trench backfill placed beneath slabs should be compacted in accordance
with recommended specifications outlined below.
• In areas subjected to normal loading, a minimum 4-inch layer of sand, clean-graded
gravel or aggregate base course should be placed beneath interior slabs.
• A minimum 4-inch layer of free-draining gravel should be placed beneath basement
floor slabs in conjunction with the underslab drainage system.
• Floor slabs should not be constructed on frozen subgrade.
Exterior slabs-on-grade, exterior architectural features, and utilities founded on, or in backfill may
experience some movement due to the volume change of the backfill. Potential movement could
be reduced by:
• minimizing moisture increases in the backfill
• controlling moisture-density during placement of backfill
• using designs which allow vertical movement between the exterior features and
adjoining structural elements
• placing effective control joints on relatively close centers
6
JER Partnership
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
Pavement Design and Construction
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 0 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
--
Cul-de-sac A 3 6 9
B 2 3 5
C 5 5
Each alternative should be investigated with respect to current material availability and economic
conditions. Rigid concrete pavement, a minimum of 6 inches in thickness, is recommended at the
location of dumpsters where trash trucks park and load.
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).
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).
7
JER Partnership
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
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
subgrade soils prior to construction. Lightweight excavation equipment may be required to reduce
subgrade pumping.
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.
8
JER Partnership
Hill-N-Park Subdivision
Northern Colorado Geotech Project No. 131-02
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.
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 byNorthem 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 jASTM C1361
6" 100
3" 70-100
No. 4 Sieve 50-100
No. 200 Sieve 50 (max)
• Liquid Limit 30 (max)
• Plasticity Index 5 (max)
9
JER Partnership
Hill-0I-Park Subdivision
Northern Colorado Geotech Project No. 131-02
Minimum Percent
Material (ASTM D698)
Scarified subgrade soils 95
On-site and imported fill soils:
Beneath foundations 95
Beneath slabs 95
Beneath pavements 95
Granular soils should be compacted within a moisture content 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.
10
) > _ 'j_
THAI•NORTHEAST BONNET BOLT
OF FIRE HYDRANT
ELEV.•100.0
YOSEMITE DRIVE
�
riDi. No.2 An
AREA OF
F PROPOSED =
f
No.5�
m RESIDENTIAL CI
a X
STRUCTURES
No.3 gar No.4S
49TH STREET
r BORING LOCATION PLAN
N HILL NPARKSUBDMSION
YELLOWSTONE AND YOSEMITE DRIVES
EVANS.COLORADO
FOR JER PARTNERSHIP
Northam ease +s+-02
Colorado e� r•en
Geotech NW ��
2956 291h Strut,Unit 21
Oneley,Colorado 50631 R° 0.02
DIAL
Phone: 970 608-0241 Mir 4 Far 970 5066242 FbM No. 1 .
LOG OF BORING No. 1 Sheet 1 of
^ CLIENT ARCHITECT/ENGINEER
West Hill-N-Park Inc
SITE Yellowstone and Yosemite Drives PROJECT
Evans,Colorado Hill-N-Park Subdivision
SAMPLES TESTS
O
O ce R
0 w> rc CI) wW
w ≥ D w 0-
Lure° 02
'C 0- Oj g o. OK >-u ZO
Approx.Surface Elev.: 97.5 ft. o Eli z ?? 2 o a x~
6"TOPSOIL :�.' a 17 1 SS 18 2
0.5 97.0'..-'
•
•
SILTY SAND 13 2 SS 12 3
Tan, dry to moist,loose to medium dense
5
5 3 RS 12 15 97 3,500
10
6 4 SS 12 10
15.0
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 8/24/01 FINISHED 8/24/01
Colorado
WL None W.D. C DRILL CO. Drilling Eng DRILL RIG CME-55
Geofech
WL None A.B. 2956 29th Street,unit 21 LOGGED BY DML APPRov DML
m Greeley,Colorado 80631
When Checked 3 Days A.B. Fax: 970.a 069'142 NCO PROJECT NO. 131-02 •
1
LOG OF BORING No. 2
Sheet 1 of I
~ CLIENT ARCHITECT/ENGINEER
West Hill-N-Park Inc
SITE Yellowstone and Yosemite Drives PROJECT
Evans,Colorado Hill-N-Park Subdivision
SAMPLES TESTS
O
O ce a , n
iv Z> W Wu, Zw
U w Ce WO CC Z WF
ND W ?U DUI 0-W
a H 3-J m W ccW I- 0 a
a OW
Approx. Surface Elev.: 88.5 ft. 0 a o z z I- z? M o ate. _H
6"TOPSOIL F:l 19 1 SS 18 3
0.5 88.0..-........4;,... -
SILTY SAND
Tan,dry to moist,loose to medium dense —
•• 12 2 RS 12 5 103 4,500
5-
r�
7.0 81.5•'"_'
CLAYEY SAND
Tan, moist,loose � .
20 3 SS 12 10
10—,
Yom :
12.5 76.0.
WEATHERED SANDSTONE 75.5
13.0 \Tan to gold, moist, moderately hard / — —
SANDSTONE -••— _,
Tan to gold, moist, hard _
_
15—)1 50/6 4 SS 6 17
14.5 ._- 74.0 —
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 8/24/01 FINISHED 8/24101_
WL None W.D. COfO1dC/O DRILL CO. Drilling Eng DRILL CME-55
_ Geotech - ---
a WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DML APPROVED DML
o _ Greeley,Colorado 80631
-
q When Checked 3 Days A.B. Phone: 970-506-9244 I
Fax: 970-506-9242 NCG PROJECT NO. 131-02
LOG OF BORING No. 3 Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
s West Hill-N-Park Inc
N!\his SITE Yellowstone and Yosemite Drives PROJECT
Evans,Colorado Hill-N-Park Subdivision
SAMPLES TESTS
0 }}
Ow F Wee
0 z .W re >C re W 1~
y I- wow W KW N 0 0�
a a o' 3 a CD >LL z0
o mz z r zz Co.
Approx.Surface Elev.: 100.0 ft. _ _
6"TOPSOIL :a. 19 1 SS 18 3
05 99.5e.u; • I
—
SILTY SAND 12 2 RS 12 3 105 7,500
Tan,dry, loose to medium dense
5—
r( 7 3 SS 12 6
10—
f.
':..`.�:
6 4 SS 12 6
15.0 85.0.:: 15 _V
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 8/24/01 FINISHED 8/24/01
WL None W.D. iI� olorado DRILL CO. Drilling Eng DRILL RIG CME-55
Geotech
WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DML APPROVED DML
�? Greeley,Colorado 80631
When Checked 3 Days A.B. Phone: 970-506-9244 NCO PROJECT NO. 131-02
Fax: 970-5069242
LOG OF BORING No. 4 Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
West Hill-N-Park Inc
SITE Yellowstone and Yosemite Drives PROJECT
Evans, Colorado HiII-N-Park Subdivision
SAMPLES TESTS
W wv
O
J !v w0 z z wW
g wD w ≥c.) D o aw
2
J m wW p
Q 2Q ow
a J2 Z ZZ E
Approx.Surface Elev.: 90.0 ft. � m o z z Ed 2r_
6"TOPSOIL a?i. 17 1 SS 18 2
0.5 89.5...V. •
v " —II SILTY SAND
Tan,dry to moist, loose to medium dense —
7 2 SS 12 4
5—
—
CLAYEY SAND
Tan,moist,loose —
17 3 RS 12 14 114 7,500
70-
12.5WELL GRADED SAND WITH GRAVEL
Tan,moist to wet, medium dense —
. A 12 4 SS 12 16
15.0 75.0:•:::: 15
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 824/01 FINISHED 8/24/01
WL 4 14.0 W.D. il/�OlOfdl/O omit co. Drilling Eng DRILL RIG CME-55
Geotech
wL 1 14.0 A.B. 2956 29th Street,Unit 21 LOGGED BY DML APPROVED DML
H Greeley,Colorado 80631
4 Phone: 970-506-9244
When Checked 3 Days A.B. Fax: 970-506-9242 NCG PROJECT NO. 131-02
LOG OF BORING No. 5 Sheet 1 of 1
t
CLIENT ARCHITECT/ENGINEER
West Hill-N-Park Inc
"" `I SITE Yellowstone and Yosemite Drives PROJECT
Evans,Colorado Hill-N-Park Subdivision
SAMPLES TESTS
oLCI
F ae w � moo LT
?
V LL bW D: IZ+I0 C Z WW -ZF
r rA0 W ≥U D W Lars-, -JUZ
a I 3a m W oLH y CI Om 0yo
Approx.Surface Elev.: 93.0 ft. o o mz z ?? 3 52 =¢ oaa
TOPSOIL ' y
fi 13 1 SS 18 3 NV/NP/16
0.5 5
SILTY SAND
Tan, dry to moist,loose to medium dense
4 2 SS 12 6
5.0 88.0: 5
BOTTOM OF BORING
,—
WATER LEVEL OBSERVATIONS Northern STARTED 6/24/01 FINISHED 8/24/01
o
WL None W.D. /"t*%SoeotechDRILL co. Drilling Eng DRILL RIO CME-55
WL None A.B. 2956 29th Street Unit 21 LOGGED BY DML APPROVED DML
o Greeley,Colorado 80631
,—� When Checked 3 Days A.B. Phone:
970-506-9242 NCO PROJECT No. 131-02
-4
-2 - — -
2 — _
ae
z
a 4-
c
F i 1
N i E
I
10-
Li f i
12
Q.1 1 10
STRESS,ksr
Specimen Identification Classification - Yd MC%
• 4 8.0 Clayey Sand 114 14
CONSOLIDATION TEST
Northern 2956 zsct,Street,unit 21 Client: West Hill-N-Park Inc Number: 131-02
Colorado Greeley,Colorado 806:31
Phone: 97O-5069244
0 Geotech Fax: 970-5°69242 Project: Hill-N--Park Subdivision I
Location: Yellowstone and Yosemite Drives
U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1123/8 3 4 6 610 1416 20 30 40 50 60 100740200
,00 I I I Ill : I I I I I
95
?," 90
85 - _ - _
75 - -
i-
x
0760
w
3
m 55
w 50
z
LL
I- 45
z
at
K
W
a.
35 _
30 - - .
25
20 - -
15 - "-
10 J-
5 -
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse I medium fine
Specimen Identification Classification LL PL PI Cc Cu
• 3 3.0 Silty Sand
Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay
• 3 3.0 2 0.243 0.0 68.0 32.0
GRAIN SIZE DISTRIBUTION
Northern 2956 29th street,Una 21 Client: West Hill-N-Park Inc Number: 131-02
t‘olora
do Phone:'-092-9orado 6063,
uGeotech Fax: 970-506-9242 Project: Hill-N-Park Subdivision
9 Location: Yellowstone and Yosemite Drives
Hello