HomeMy WebLinkAbout20033307 GEOTECHNICAL ENGINEERING REPORT
PROPOSED WYMER RESIDENCE AND SEPTIC SYSTEM
WELD COUNTY ROAD 66, ' -MILE EAST OF HWY 37
GILL, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 052-01
August 6, 2001
Prepared for:
Mr. Mark Wymer
32736 Weld County Road 50
Kersey, Colorado 80644
Northern
Colorado
Geotech
2956 29th Street, Unit 21
Greeley, Colorado 80631
Phone: (970)506-9244
Fax: (970)506-9242
it
2003-3307
isoc.rthern
Colorado
Geotech
August 6, 2001 2956 29th Street, Unit 21
Greeley,Colorado 80631
Phone: (970)506-9244
Fax: (970)506-9242
Mr. Mark Wymer
32736 Weld County Road 50
Kersey, Colorado 80644
Re: Geotechnical Engineering Report
Proposed Wymer Residence and Septic System
Weld County Road 66, 1/2-Mile East of Hwy 37
Northern Colorado Geotech Project No. 052-01
Northern Colorado Geotech has completed a geotechnical engineering exploration for the proposed
residence and septic system to be located on the north side of Weld County Road 66, approximately
%-mile east of Highway 37 near Gill, Colorado.
The subsurface soils at the site consisted of sandy lean clay to depths of 2 to 4% feet. The clay is
underlain by claystone and siltstone bedrock. The results of our field exploration and laboratory
testing indicate that the bedrock has moderate to high expansive potential.
Based on the anticipated construction and the results of our engineering exploration, it is our opinion
that the proposed residence should be supported on a drilled pier and grade beam foundation
system.
Slab on grade may be utilized for garage and upper level slabs provided the slab subgrade is placed
a minimum of 3 feet above the bedrock. Due to the expansive nature of the claystone, we
recommend a structural floor system for all basement and/or below grade floor slabs.
Due to the relatively shallow depth to bedrock at the site, an engineered septic system will be
necessary. A septic system design is attached with this report.
Proposed Wymer Residence and Septic System
-`� Weld County Road 66,%-Mile East of Hwy 37
Northern Colorado Geotech Project No.052-01
If you have any questions concerning this report or any of our consulting services, please do not
hesitate to contact us.
Sincerely,
NORTHERN COLORADO GEOTE
Prepared by:
icons
MPG ..
Doug Leafgren, P. °ce4S M tEne(z•••,"-•<
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
Soil Conditions 3
Groundwater Conditions 3
Field Test Results 3
Laboratory Test Results 4
DESIGN RECOMMENDATIONS 4
Foundation Design 4
Drilled Piers 4
Below Grade Construction 6
Floor Slab Design and Construction 7
Septic System Construction 7
General Earthwork 8
Site Preparation 8
Fill Materials and Placement 8
GENERAL COMMENTS 10
ATTACHMENTS
Boring Location Plan
Logs of Borings
Laboratory Test Results
GEOTECHNICAL ENGINEERING REPORT
•
PROPOSED WYMER RESIDENCE AND SEPTIC SYSTEM
WELD COUNTY ROAD 66,1/2-MILE EAST OF HWY 37
GILL, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 052-01
AUGUST 6, 2001
SCOPE
This report contains the results of our geotechnical engineering exploration for the proposed
residence and septic system to be located on the north side of Weld County Road 66,
approximately Yz-mile east of Highway 37 near Gill, 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
• floor slab design and construction
• septic systems
• earthwork
• drainage
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 weeds that have been mown. Surface drainage is positive to
the northeast. The property is bordered to the south by Weld County Road 66. Residences with
acreages are located to the west and east. An agricultural field is located north of the site. A
relatively large irrigation ditch is located northeast of the property.
Proposed Wymer Residence and Septic System
Weld County Road 66,%-Mile East of Hwy 37
-Northern Colorado Geotech Project No.052-01
•
PROPOSED CONSTRUCTION
As we understand it, the project will consist of building a single-family residence that will be
serviced by an on-site sewage disposal system. The residence will have a basement and three
bedrooms. Final site grades were not available at the time of the exploration, although we assume
the first floor of the residence will be slightly above existing site grade.
SITE EXPLORATION
A total of eight test borings were drilled on July 16, 2001. The borings were drilled to approximate
depths of 3 to 25 feet at the locations shown on the Site Plan, Figure 1. Two borings were drilled
within the footprint of the proposed residence, and six borings, including a soil profile boring were
drilled in the area. of proposed septic system. Percolation tests were conducted in general
accordance with Weld County requirements. 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.
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/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.
2
Proposed Wymer Residence and Septic System
Weld County Road 66,%-Mile East of Hwy 37
Northern Colorado Geotech Project No.052-01
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 • Consolidation
• Dry Density • Expansion
SUBSURFACE CONDITIONS
Soil Conditions
Soils at the site generally consisted of sandy lean clay to depths of approximately 2 to 4%: feet.
The materials underlying the surface soils and extending to the maximum depth of exploration
consisted of claystone and siltstone bedrock. 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, areas of perched and/or trapped
groundwater may occur at times in the subsurface soils overlying bedrock. 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 day soils vary from stiff to very stiff in consistency. The bedrock
varies from soft to moderately hard in hardness.
Percolation testing conducted in the area of the proposed soil absorption bed are summarized as
follows:
3
Proposed Wymer Residence and Septic System
Weld County Road 66,1:-Mile East of Hwy 37
Northern Colorado Geotech Project No.052-01 - ---
Percolation Test Results
Test Hole Depth Soil Percolation Rate
(inches) Classification (minutes/inch)
3 36 CL 72
4 36 CL 60
5 36 CL 60
6 36 CL 48
7 36 CL 30
8 36 CL 35
The soils in the area of the proposed leach field have fair percolation rates.
Laboratory Test Results
Laboratory test results indicate that the bedrock is moderately to highly expansive.
DESIGN RECOMMENDATIONS
Foundation Design
Based on the results of our subsurface exploration and the results of the laboratory testing, it is our
opinion that a drilled pier and grade beam foundation system be used for support of the proposed
structure.
Slab-on-grade construction for upper level and/or garage areas is considered acceptable for use
provided the slab subgrade is placed a minimum of 3 feet above the expansive claystone bedrock,
provided that design and construction recommendations are followed. Given the engineering
characteristics of the claystone bedrock, we recommend the use of structural floor systems in
basement areas where these materials will be encountered.
Drilled Piers
Based on the proximity of the expansive claystone bedrock to the foundation, it is our opinion that
a drilled pier and grade beam foundation system be used for support of the proposed structure.
Straight shaft piers, drilled a minimum of 10 feet into firm or harder bedrock, with a minimum shaft
length of 23 feet are recommended.
Piers may be design for a maximum end-bearing pressure of 20,000 pounds per square foot (psf),
and skin friction of 2,000 psf for the portion of the pier in firm or harder bedrock.
4
Proposed Wymer Residence and Septic System
Weld County Road 66,Y-Mile East of Hwy 37
Northern Colorado Geotech Project No-052-01
A minimum practical horizontal spacing between piers of at least three diameters should be
maintained, and adjacent piers should bear at the same elevation. Piers should be considered to
work in group action if the horizontal spacing is less than three pier diameters. The capacity of
individual piers must be reduced when considering the effects of group action. Capacity reduction
is a function of pier spacing and the number of piers within a group. If group action analyses are
necessary, capacity reduction factors can be provided for the analyses.
Required pier penetration should be balanced against potential uplift forces due to expansion of
the subsoils and bedrock on the site. For design purposes, the uplift force on each pier can be
determined on the basis of the following equation:
Up =30xD
Where: Up = the uplift force in kips, and
D = the pier diameter in feet
Uplift forces on piers should be resisted by a combination of dead-load and pier penetration below
a depth of 7 feet and in the bearing strata.
All piers should be reinforced full depth for the applied axial, lateral and uplift stresses imposed.
the amount of reinforcing steel for expansion should be determined by the tensile force created by
the uplift force on each pier, with allowance for dead-load. Minimum reinforcement of at least one-
half percent of the cross-sectional area of each pier should be specified.
To reduce potential uplift forces on piers, use of long grade beam spans to increase individual pier
loading, and small diameter piers are recommended. For this project, use of a minimum pier
diameter of 10 inches is recommended. A minimum 6-inch or greater void space should be
provided beneath grade beams between piers. The void material should be of suitable strength to
support the weight of fresh concrete used in grade beam construction, and to avoid collapse when
foundation backfill is placed.
Drilling to design depths should be possible with conventional single flight power augers. Shafts
will probably remain open without stabilizing measures. However, pier concrete should be placed
soon after completion of drilling and cleaning. Due to potential sloughing and raveling, foundation
concrete quantities may exceed calculated geometric volumes. Pier concrete with slump in the
range of 5 to 7 inches is recommended.
Free-fall concrete placement in piers will only be acceptable if provisions are taken to avoid striking
the concrete on the sides of the hole or reinforcing steel. The use of a bottom-dump hopper, or an
5
Proposed Wymer Residence and Septic System
Weld County Road 66,Y.-Mlle East of Hwy 37
Northern Colorado Geotech-P oJect No.052-01 — -
elephant's trunk discharging near the bottom of the hole where concrete segregation will be
minimized, is recommended.
To provide increased resistance to potential uplift forces, the sides of each pier should be
mechanically roughened in the bearing strata. Pier bearing surfaces must be cleaned prior to
concrete placement. A representative of the geotechnical engineer should inspect the bearing
surface and pier configuration.
Below Grade Construction
Groundwater was not encountered on the site to the maximum depth of exploration, 25 feet.
Therefore, full-depth basement construction is considered acceptable on the site.
Perched groundwater may occur at times since the subsurface soils are relatively impermeable and
tend to trap water. 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 interior 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.
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
6
Proposed Wymer Residence and Septic System
Weld County Road 66,1-Mile East of Hwy 37
Northern Colorado Geotech Project No.052-01
systems should not be installed within 10 feet of foundation walls. Landscaped irrigation adjacent
to the foundation system should be minimized or eliminated.
Floor Slab Design and Construction
The variability of the existing soils at upper level and/or garage slab elevation could result in
differential movement of floor slab should expansive soils or bedrock become elevated in moisture
content. A common practice to reduce potential slab heave involves overexcavation of the
expansive soils and replacing these materials with non-expansive imported fill. The subgrade soils
should be prepared as outlined in the earthwork section of this report. This alternative will not
eliminate the possibility of slab heave; but movements should be reduced and tend to be more
uniform.
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.
• A minimum 2-inch void space should be constructed above, or below non-bearing
partition walls placed on the floor slab. Special framing details should be provided at
door jambs and frames within partition walls to avoid potential distortion. Partition walls
should be isolated from suspended ceilings.
• Interior trench backfill placed beneath slabs should be compacted in accordance with
recommended specifications outlined below.
• Interior trench backfill placed beneath slabs should be compacted in accordance with
recommended specifications outlined below.
• Floor slabs should not be constructed on frozen subgrade.
Septic System Construction
The depth to bedrock precludes the use of a standard leach field at the location of the proposed
soil absorption bed as outlined by Weld County regulations. Accordingly, an engineered septic
system is recommended for the site.
r-�
7
Proposed Wymer Residence and Septic System
Weld County Road 66, Y-Mile East of Hwy 37
Northern Colorado Geotech Project No.052-01 --
Alternative engineered septic systems which could be considered for the site include:
• Mounded Soil Absorption Bed
A septic system design is attached with this report.
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.
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.
8
Proposed Wymer Residence and Septic System
Weld County Road 66,Y:-Mlle East of Hwy 37
Northern Colorado Geotech Project No.052-01
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.
On-site bedrock materials are not recommended for use as compacted fill beneath interior
or exterior floor slabs or foundation wall backfill.
Imported soils (if required) should conform to the following:
Percent fines by weight
Gradation fASTM 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 D698}
Scarified subgrade soils 95
On-site and imported fill soils:
Beneath foundations 95
Beneath slabs 95
On-site 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
9
Proposed Wymer Residence and Septic System
Weld County Road 66,Y,-Mile East of Hwy 37
-Northern Colorado Geotech Project No.052-01
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
) ) )
IRRIGATION
DITCH
No.3S No.4&
No.1 No.5&
PROPOSED
RESIDENCE
No.7S No.BS
No.2
m
TBM=NAIL IN BASE OF POWER POLE oo
ELEV.=100.0 z
APPROX.250 FT i m )
• /v
WELD COUNTY ROAD 66
SEPTIC SYSTEM DESIGN
PROPOSED RESIDENCE AND SEPTIC SYSTEM
WELD COUNTY ROAD 66,1B-MILE EAST OF HWY 37
Okl,COLORADO
FOR MARK WYMER
Norther Mad NO. bas-01
Colorado &atr-sa
Geotech bss 3-3-012856 2901 boss(,Unk 21
O�rodpsy,y,Colorado 80631 R°(°d Mal DML
Fax 6176)501.9211 Few Nit I
LOG OF BORING No. 1 Sheet 1 of
CLIENT ARCHITECT/ENGINEER
-) Mark Wymer Ray Sears
SITE Weld County Road 66,'G-Mile East of Hwy 37 PROJECT _.---
Gill,Colorado Proposed Residence and Septic System .
SAMPLES TESTS
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-r N Z> W in;
U W K 8 J W d~ I-
2
4 I=' > m W K W ~ C 0 W-i
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Approx.Surface Elev.: 97.0 ft. (9 ID m z 'Z ?? 0 o a c i- er N
0.5 6"TOPSOIL 963 :l'a 14 1 SS 18 8
SANDY LEAN CLAY jf// —N
Tan,dry to moist stiff —�}
3.5 93.5 11 2 SS 12 20
WEATHERED CLAYSTONE
Tan to olive, moist,soft _
5—
3 30 3 RS 12 19 104 2.9% Swell
^ 10.0 87.0\ 10—
CLAYSTONE —
Tan to olive, moist, moderately hard _
_4 29 4 SS 12 23
15.0 82.0= 15
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 7/16/01 FINISHED 7/16/01
wt. None W.D. �OIOf2ClO
Geotech DRILL co. Drilling Eng DRILL RIG CME-55
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Greeley,Colorado 80631
8 052-01
When Checked 1 Day A.B. Phone: 970506.9244
Fax: 970.506-9242 NCO PROJECT NO.
LOG OF BORING No. 2
Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
Mark Wymer Ray Sears
SITE Weld County Road 66,%-Mile East of Hwy 37 PROJECT
Gill,Colorado Proposed Residence and Septic System •
SAMPLES • TESTS
o
o s a4
U CW CL WO K Z Wf
a 3� m w e:w 1- 0 om 18::1
ga W Oj j a. 00: O >LL z0 w
Approx.Surface Elev.: 93.0 ft. O o mz z z z o a $rte- a y
0.5 6"TOPSOIL 92.54'!• / 14 1 SS 18 12
SANDY LEAN CLAY
Tan,dry to moist,very stiff
2.0 91.0
WEATHERED SILTSTONE/CLAYSTONE —
Tan to olive,moist,soft
11 2 RS 12 18 105 0% Swell
5-
8.5 84.5 3 30 3 SS 12 21
CLAYSTONE
Tan to olive,moist,moderately hard
10-
29 4 SS 12 25
15
20-
, _ 37 5 SS 12 17
25.0 68.0= 25�
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 7/16/01 FINISHED 7/16/01
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Greeley,Colorado 80631
§ When Checked 1 Day A.B. Phone: 970-506-9244
Far 970-506-9242 NCO PROJECT NO. 0SZ-01
LOG OF BORING No. 3
Sheet 1 of 1
'' CLIENT ARCHRECT/ENGINEER
, Mark Wymer Ray Sears
SITE Weld County Road 66,'/,-Mile East of Hwy 37 PROJECT
Gill,Colorado Proposed Residence and Septic System .
SAMPLES TESTS
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Approx.Surface Elev.: 90.5 ft. a a m z z ?? '3 o aIF-
0.5 6"TOPSOIL 90.0
J'
SANDY LEAN CLAY
Tan,dry to moist,stiff
3.0 - 87.5A —
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 7/16/01 FINISHED 7/16/01
WL None w.D. iI/ \OlOfctdO
Geotech DRILLco. Drilling Eng DRILL am CME-55
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Greeley,Colorado 80631
a When Checked 1 Day A.B. Phone: 970 506-9244
Far 970-506-9242 NCO PROJECT NO. 052-01
LOG OF BORING No. 4
Sheet 1 of 1
^" CLIENT ARCHITECT/ENGINEER
Mark Wymer Ray Sears
SITE Weld County Road 66,1/2-Mile East of Hwy 37 PROJECT
Gill,Colorado Proposed Residence and Septic System .
SAMPLES TESTS
0
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= ink w g g w aw
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Approx.Surface Elev.: 89.0 ft. O 0 m z z ?? R Eta! 1r
o.s 6S"TOPSO L CLAY `, —
SANDY LEAN CLAY
Tan,dry to moist,stiff
3.o se.o
BOTTOM OF BORING
.... WATER LEVEL OBSERVATIONS Northern STARTED 7/16/01 FINISHED 7/16/01
WL None W.D. /'4tCo1orado
Geotech DRILL CO. Drilling Eng DRILL RIG CME-55
o WL None AB. 2956 29th Street,Unk 21 LOGGED BY DML APPROVED DML
Greeley,Colorado 80631
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�r When Checked 1 Day A.B. Phone: 970-506-9244
2i Fat 970-506-9242 NCO PROJECT NO. 052-01
LOG OF BORING No. 5
Sheet 1 of 1
..^ CLIENT ARCHITECT/ENGINEER
N, Mark Wymer Ray Sears
srtE Weld County Road 66,'/a-Mile East of Hwy 37 PROJECT --
Gill,Colorado Proposed Residence and Septic System
SAMPLES TESTS
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o.s 6"TOPSOIL gp,0 `a —_
SANDY LEAN CLAY %d/�/ _
Tan,dry to moist,stiff _
3.0 87.5 -
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 7/16/01 FINISHED 7/16/01
WL None w.D. �OlOfddO
Geotech DRILL co. Drilling Eng DRILL RIO CME-55
o WL None A.B. 2956 29th Street,unit 21 LOGGED BY DML APPROVED DML
Greeley,Colorado 80631
9 When Checked 1 Day AB. Phone: 970506-9244
Fax 970-506-9242 NCO PROJECT NO. 052-01
LOG OF BORING No. 6
Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
Mark Wymer Ray Sears
SITE Weld County Road 66,Va-Mile East of Hwy 37 PROJECT
Gill,Colorado Proposed Residence and Septic System
SAMPLES TESTS
a
O Ire 7R
OJ IN Z> W ro zFr5
d r op m 2W F 0 a~
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Approx. Surface Elev.: 89.5 ft. o o m z z ?? 0 o a
xi--
0.5 6"TOPSOIL Sg.o SANDY LEAN CLAY _—
Tan,dry to moist,stiff s/ -
_
4.5 85.0
WEATHERED CLAYSTONE 5—
Tan to olive,moist,soft
1-7 18 1 SS 12 25
8.0 81.5
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 7/16/01 FINISHED 7/16/01
WL None w.o. Colorado
Geotech DRILL co. Drilling Eng DRILL RIO 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: 970-506-9244
Far 970-506-9242 NCO PROJECT NO. 052-01
LOG OF BORING No. 7
Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER
Mark Wymer Ray Sears
SITE Weld County Road 66,1/a-Mile East of Hwy 37 - PROJECT
Gill,Colorado Proposed Residence and Septic System
SAMPLES TESTS
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rfy� a
UlG IZG�> K (7) IEti
o. = u W ≥U 5 W aW
a Oj, a m ore y >� z0
Approx.Surface Elev.: 91.0 ft. o o m z z ?? 2 o a i°
0.5 6"TOPSOIL 90.5 i'SANDY LEAN CLAY
Tan,dry to moist,stiff
3.0 - 88.0'do _
BOTTOM OF BORING
•
WATER LEVEL OBSERVATIONS Northern STARTED 7/16/01 FINISHED 7/16/01
WL None W.D. "NbC..olorado
Geotech DRILL co. Drilling Eng DRILL Rio CME-55
WL None AB. 295629th Street unit 21 LOGGED BY DML APPROVED DML
Greeley,Colorado 80631
When Checked 1 Day A.B. Phone: 970-506-9244
Fax: 970-506-9242 NCG PROJECT NO. 052-01
LOG OF BORING No. 8
Sheet 1 of 1
^ CLIENT ARCHITECT/ENGINEER
Mark Wymer Ray Sears
--- SITE Weld County Road 66,'/rMile East of Hwy 37- PROJECT
Gill,Colorado Proposed Residence and Septic System •
SAMPLES TESTS
0
(9 tu
Ire bet 1
U Z> w z 2W
W W co
-o Z 0w
a t 3--' m w rcw 0 o o�
Approx.Surface Elev.: 90.0 ft. < 0- m z z C EL z z o >u_ x o
oa if
0.5 6"TOPSOIL 89.5 -
SANDY LEAN CLAY
Tan,dry to moist,stiff
3.0 - 87.0 /,•
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 7/16/01 FINISHED 7/16/01
WL None W.D. �OIOlddO
Geotech RI
DLL Drilling Eng DRILL RIO CME-55
•
WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DML APPROVED DML
Greeley,Colorado 80631
Ti When Checked 1 Day A.B. Phone: 970.506.9244
l4 Fax 970-506-9242 NCO PROJECT NO. 052-01
.-
-4
-3
_2
-1
qQ 1
r-
N
2
3
4
5
6
0.1 1 10
STRESS,psi
Specimen Identification Classification % MC%
• 1 8.0 Weathered Claystone 104 19
i1/4Northern CONSOLIDATION TEST
Greeley,29th Streadoet,
80Unpi Client: Mark Wymer
CO�Orc1C�0 Phone: 970-506-9244
Geotech Fax: 970-506-9242 Project: Proposed Residence and Septic System
a
Number: 052-01
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