HomeMy WebLinkAbout20110241.tiff •
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
PROPOSED TWIN VIEW PUD
WELD COUNTY ROADS 3 AND 48
BERTHOUD, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 159-06
October 3, 2006
•
Prepared for:
Casseday Creative Designs, LLC
55 South Elm Avenue, Suite 210
Eaton, Colorado 80615
Attn: Ms. Linda Hulse
Northern
.11%.%L.
Colorado
Geotech
2956 29th Street, Unit 21
Greeley, Colorado 80631
Phone: (970) 506-9244
Fax: (970) 506-9242
•
2011-0241
• Northern
Colorado
Geotech
October 3, 2006 2956 29th Street, Unit 21
Greeley, Colorado 80631
Phone: (970) 506-9244
Fax: (970)506-9242
Casseday Creative Designs, LLC
55 South Elm Avenue, Suite 210
Eaton, Colorado 80615
Attn: Ms. Linda Hulse
Re: Preliminary Geotechnical Engineering Report
Twin View PUD
Northern Colorado Geotech Project No. 159-06
Northern Colorado Geotech has completed a geotechnical engineering exploration for the proposed
Twin View PUD to be located near the intersection of Weld County Roads 3 and 48 near Berthoud,
Colorado. This study was performed in general accordance with our proposal number P06026 dated
July 17, 2006.
The subsurface soils at the site consisted of lean clay with sand to depths of 10 to 11 feet. The
results of our field exploration and laboratory testing indicate that the soils and bedrock at the site
have low expansive potential and low load bearing capabilities.
Based on the anticipated construction and the results of our engineering exploration, it is our opinion
that the proposed will likely be supported by spread footing foundations. Standard septic systems
will likely be possible on the majority of the site. Lot specific soil and percolation tests should be
performed prior to the start of residential construction.
If you have any questions concerning this report or any of our consulting services, please do not
hesitate to contact us.
Sincerely,
NORTHERN COLORGOGEyyO�/T�pgCH
loops M 4%;
Preps by: AIPG
Doug a grpn, .�.
President ! \„_
Reviewed by:
Gary G. Weeks, P.E.
Vice President
•
Copies to: Addressee (4)
. • 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
Geology 3
Soil and Bedrock Conditions 3
Groundwater Conditions 4
Field Test Results 4
Laboratory Test Results 4
• DESIGN RECOMMENDATIONS 5
Foundation Design 5
Footing Foundations 5
Below Grade Construction 5
Surface Drainage 5
Floor Slab Design and Construction 6
Pavement Design and Construction 7
Septic System Construction 9
General Earthwork 9
Site Preparation g
Fill Materials and Placement g
GENERAL COMMENTS 11
ATTACHMENTS
Boring Location Plan
Logs of Borings
Laboratory Test Results
•
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
PROPOSED TWIN VIEW PUD
WELD COUNTY ROADS 3 AND 48
BERTHOUD, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 159-06
OCTOBER 3, 2006
SCOPE
This report contains the results of our preliminary geotechnical engineering exploration for the
proposed Twin View PUD to be located near the intersection of Weld County Roads 3 and 48 near
Berthoud, Colorado.
This report includes descriptions of, and preliminary geotechnical engineering recommendations
relative to:
• subsurface soil and bedrock conditions
• • groundwater conditions
• foundation design and construction
• basement construction
• drainage
• 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 northern portion of the site is vegetated with alfalfa and the southern half of the field has been
cleared. Surface drainage is poor to the northeast. Weld County Road 3 borders the property to
the west. A large irrigation ditch is located north of the site. Agricultural fields were located to the
south and east.
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• Casseday Creative Designs
Twin View PUD
Northern Colorado Geotech Project No. 159-06
PROPOSED CONSTRUCTION
As we understand it, the project will consist of building an approximate 9 lot estate-style PUD
development northeast of Berthoud, Colorado. The lots will be serviced by on-site sewage
disposal systems. It is anticipated that the access roads for the development will be paved with
asphalt.
SITE EXPLORATION
A total of six test borings were drilled on August 9, 2006. The borings were drilled to approximate
depths of 5 to 15 feet at the locations shown on the Site Plan, Figure 1. Additionally, one
preliminary percolation boring was drilled adjacent to each soil boring. 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
eight 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.
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• Casseday Creative Designs
Twin View PUD
Northern Colorado Geotech Project No. 159-06
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 • Atterberg Limits
• Dry Density • Percent Fines
• Consolidation • Expansion
• Compressive Strength
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 along the western flank 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.
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 geology standpoint, the
property should be relatively stable. With proper site grading around proposed structures,
erosional problems at the site should be minimal.
Soil and Bedrock Conditions
Soils at the site generally consisted of lean clay with sand to depths of approximately 10 to 11 feet.
The materials underlying the surface soils and extending to the maximum depth of exploration
consisted of sandstone bedrock. Summary boring logs are attached with this report.
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• Casseday Creative Designs
Twin View PUD
Northern Colorado Geotech Project No. 159-06
Groundwater Conditions
Groundwater was encountered at approximate depths of 111/2 to 13 feet in the test borings at the
time of field exploration. When checked eight days after the drilling, groundwater was measured at
approximate depths of 10 to 12 feet. 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.
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 clay soils vary from very soft to medium in consistency. The
bedrock varies from soft to hard in hardness.
• Preliminary percolation testing is summarized as follows:
Preliminary Percolation Test Results
Test Hole Depth Soil Percolation Rate
(inches) Classification (minutes/inch)
1 36 CL 48
2 36 CL 80
3 36 CL 60
4 36 CL 60
The soils within the development have fair to poor percolation rates.
Laboratory Test Results
Laboratory test results indicate that the soils have low expansive potential and low load bearing
capabilities.
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• Casseday Creative Designs
Twin View POD
Northern Colorado Geotech Project No. 159-06
DESIGN RECOMMENDATIONS
Foundation Design
Based on the results of our preliminary subsurface exploration, it is our opinion that spread footing
foundations are likely feasible for proposed structures. The footings should be placed on
undisturbed soils and/or engineered fill material. Potentially expansive soils, areas of soft soils and
relatively shallow groundwater will require particular attention in the design and construction.
Evaluation of site specific soils testing conducted on individual lots during supplemental
geotechnical exploration is recommended.
Footing Foundations
Based on the results of our preliminary subsurface exploration, it is our opinion that spread footing
foundations bearing upon undisturbed soil and/or engineered fill will likely be feasible for support of
proposed structures. The footings may be preliminarily designed for maximum bearing pressures
of 750 to 1,500 psf.
• 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.
Below Grade Construction
Groundwater was encountered on the site at approximate depths of 10 to 12 feet below existing
grade. Basement construction is considered feasible throughout most of the site provided that the
basement is placed a minimum of 3 feet above the groundwater.
To reduce the potential for groundwater to enter the basement of the structure, installation of a
dewatering system is recommended.
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
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�• Casseday Creative Designs
Twin View PUD
Northern Colorado Geotech Project No. 159-06
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.
Floor Slab Design and Construction
Some differential movement of 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.
• 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.
• 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.
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Casseday Creative Designs
Twin View PUD
Northern Colorado Geotech Project No. 159-06
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
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 15 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 8 11
Streets B 6 6
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 Superpave properties,
• Casseday Creative Designs
� Twin View PUD
Northern Colorado Geotech Project No. 159-06
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 S or SX
specification is recommended for asphalt concrete. Aggregate meeting Colorado Department of
Transportation Grading G 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 92%
maximum theoretical specific gravity.
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.
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.
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• Casseday Creative Designs
Twin View PUD
Northern Colorado Geotech Project No. 159-06
Septic System Construction
Field test results indicate that standard septic systems should be feasible throughout the majority
of the site. Site specific percolation tests should be performed when residences and septic
systems have been sited on each individual lot.
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.
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• Casseday Creative Designs
Twin View PUD
Northern Colorado Geotech Project No. 159-06
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 JASTM C136}
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 (ASTM D698}
Scarified subgrade soils 95
On-site and imported fill soils:
Beneath foundations 95
Beneath slabs 95
Beneath pavements 95
Aggregate base (beneath slabs) 95
Miscellaneous backfill (non-structural areas) 90
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
• 10
• Casseday Creative Designs
Twin View PUD
Northern Colorado Geotech Project No. 159-06
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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SAMPLES TESTS
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0.5 LEAN CLAY WITH SAND //
Light brown, moist,soft to medium %/�/ —
2 2 SS 12 28
5.0 5
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northerna
STARTED 8/9/06 FINISHED 8/9/06
Colorado AtOWL None W.D. Geotech DRILL CO. Drilling Eng DRILL RIG CME-55
a WL None A.B. 2956 29th Street, Unit 21 LOGGED BY DBC APPROVED DML
O Greeley,Colorado 80631
When Checked 8 Days A.B. Phone: 970-506-9244 NCG PROJECT NO. 159-06
Fax: 970-506-9242
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STRESS,ksf
Specimen Identification Classification Yd MC%
• 1 8.0 Lean Clay with Sand 102 19
• Northern
CONSOLIDATION TEST
_ 2956 29th Street,unit 21 Client: Casseday Creative Design, LLC Number: 159-06
Colorado Greeley,Colorado 80631
Phone: 970-506-9244
0
Geotech Fax: 970-506-9242 Project: Twin View PUD
�, Location: Weld County Road 3
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STRESS,ksf
Specimen Identification Classification Yd MC%
• 3 3.0 Lean Clay with Sand 111 12
0 CONSOLIDATION TEST
Northern 2956 29th Street, Unit 21
Colorado Greeley,Colorado 80631 Client: Casseday Creative Design, LLC Number: 159-06
+ Phone: 970-506-9244 Project: Twin View PUD
m ro Geotech Fax: 970-506-9242
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Location: Weld County Road 3
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