HomeMy WebLinkAbout20080558.tiff • •
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GEOTECHNICAL ENGINEERING REPORT
PROPOSED OFFICE/SHOP BUILDING & ISDS
SOUTH SIDE OF WCR 22, APPROX. 3/4 MILES EAST OF US HWY 85
WELD COUNTY, COLORADO
TERRACON PROJECT NO. 22065118
July 31, 2006
Prepared for:
• Mr. Daniel Glantz
Liquid Waste Management, Inc.
204 South Bowen Street
Longmont, Colorado 80501
Prepared by:
Terracon
1242 Bramwood Place, Suite 2
Longmont, Colorado 80501
Phone: 303-776-3921
Fax: 303-776-4041
• 2008-0558
lierracon
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lierracon
Consulting Engineers &Scientists
•
July 31, 2006
1242 Bramwood Place
Longmont,Colorado 80501
Phone 303.776.3921
Mr. Daniel Glantz Fax 303.776.4041
www.terracon.com
Liquid Waste Management, Inc.
204 South Bowen Street
Longmont, Colorado 80501
Re: Geotechnical Engineering Report
Proposed Office/Shop Building & ISDS
South Side of WCR 22, Approximately'A Miles East of US HWY 85
Weld County, Colorado
Terracon Project No. 22065118
As requested, Terracon has completed a geotechnical engineering exploration for the
proposed office/shop building and individual sewage disposal system (ISDS) to be located
on the south side of WCR 22, approximately % miles east of US Highway 85. This study
was performed in general accordance with our proposal number G2206125 dated July 14,
2006.
The results of our engineering study, including the boring location diagram, test boring
• records, laboratory test results and the geotechnical recommendations needed to aid in the
design and construction of foundations and other earth connected phases of this project are
attached.
We appreciate being of service to you in the geotechnical engineering phase of this project,
and are prepared to assist you during the construction phases as well. If you have any
questions concerning this report or any of our testing, observation, design and consulting
services, please do not hesitate to contact us.
Sincerely,
Terracon r
U
Glenn D. Ohlsen, E.I.T. taiRar4,J.-ffa, P.E.
Project Engineer Principal
Copies to: Addressee (3)
•
Delivering Success for Clients and Employees Since 1965
More Than 80 Offices Nationwide
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Liquid Waste Management,Inc. lierracon
Proposed Office/Shop Building 8ISDS
• S.Side of WCR 22,Approx.3/4 Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
TABLE OF CONTENTS
Page No.
Letter of Transmittal ii
INTRODUCTION 1
PROPOSED CONSTRUCTION 1
SITE EXPLORATION 2
( Field Exploration 2
Laboratory Testing 3
SITE CONDITIONS 3
SUBSURFACE CONDITIONS 4
• Soil and Bedrock Conditions 4
Field and Laboratory Test Results 4
Groundwater Conditions 4
ENGINEERING ANALYSES AND RECOMMENDATIONS 5
Geotechnical Considerations 5
Spread Footing Foundation Recommendations 5
Pole Barn Foundation Recommendations 6
Floor Slab Design and Construction 7
Individual Sewage Disposal System (ISDS) Construction 8
Earthwork 8
General Considerations 8
Site Preparation 8
Subgrade Preparation 9
Fill Materials and Placement 10
Slopes 11
Excavation and Trench Construction 11
Underground Utility Systems 11
Corrosion Protection (Concrete) 11
Surface Drainage 12
GENERAL COMMENTS 12
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Liquid Waste Management,Inc. lrerracan
Proposed Office/Shop Building&ISDS
• S.Side of WCR 22,Approx.%Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
TABLE OF CONTENTS (Cont'd)
APPENDIX A
Boring Location Diagram Al
Logs of Borings A2 to A6
Subsurface Diagram A7
APPENDIX B
Swell-Consolidation Test Curves B1 to 810
Grain Size Distribution/Soil Classification B11
Percolation Test Results B12
APPENDIX C:
General Notes: Drilling & Exploration Cl
Unified Soil Classification C2
Rock Classification C3
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GEOTECHNICAL ENGINEERING REPORT
PROPOSED OFFICE/SHOP BUILDING & ISDS
SOUTH SIDE OF WCR 22, APPROX. 3/< MILES EAST OF US HWY 85
WELD COUNTY, COLORADO
TERRACON PROJECT NO. 22065118
July 31, 2006
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
office/shop building and individual sewage disposal system (ISDS) to be located on the
south side of Weld County Road (WCR) 22, approximately 3% miles east of US Highway 85.
The site is located in the Northeast 1/4 of Section 17, Township 2 North, Range 66 West of
the 6th Principal Meridian in Weld County, Colorado.
• The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• Subsurface soil and bedrock conditions
• Groundwater conditions
• Foundation design and construction
• Floor slab design and construction
• Individual sewage disposal systems
• General earthwork considerations
• Site drainage considerations
The recommendations contained in this report are based upon the results of field and
laboratory testing, engineering analyses, experience with similar soil conditions and
structures, and our understanding of the proposed project.
PROPOSED CONSTRUCTION
Based on information provided by a representative of Liquid Waste Management, Inc. (LWM),
the proposed project will include the construction of an office/shop building with an attached
• truck parking canopy at the subject site. The office/shop portion of the building will be a
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Liquid Waste Management,Inc. lrermcon
Proposed Office/Shop Building&ISDS
S.Side of WCR 22,Approx.% Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
single-story, wood framed structure using slab-on-grade construction and will encompass
about 8,700 square feet in plan view. The truck parking canopy will be a single-story wood
framed structure as well and will have dimensions of about 24 feet by 100 feet. We also
understand that pole barn construction is being considered for the project. Basement/below
grade construction is not planned for the proposed building and we are not aware of any
significant earth retaining structures for this project. Based on the size and type of construction
planned, we anticipate comparatively light foundation loads. Other site development
considerations will include the design and construction of an individual sewage disposal
system (ISDS) in accordance with Weld County regulations. If foundation loads, or type of
construction, varies from those outlined above, we should be contacted to confirm and/or
modify our recommendations accordingly.
SITE EXPLORATION
The scope of the services performed for this project included site reconnaissance by a
geotechnical engineer, a subsurface exploration program, laboratory testing, percolation
testing and engineering analyses.
• Field Exploration: A total of 5 test borings were drilled on July 21, 2006. The borings
were drilled to depths of about 10 to 30 feet at the approximate locations shown on the
Boring Location Diagram, Figure 1. Four borings were drilled within the footprint of the
proposed office/shop building. One soil profile boring and 6 percolation test holes were
drilled in the location of the proposed septic system. Percolation tests were conducted in
general accordance with Weld County requirements. Borings were advanced with a truck-
mounted drilling rig, utilizing 4-inch diameter solid stem augers.
The borings were located in the field by measurements with a mechanical surveying wheel
using property boundaries and/or existing site features as a reference. Right angles for
locating the borings were estimated. Approximate ground surface elevations at each boring
location were obtained by measurements with an engineer's level and rod from a temporary
bench mark (TBM) shown on the Boring Location Diagram. The accuracy of boring
locations and elevations should only be assumed to the level implied by the methods used.
A geotechnical engineer recorded lithologic logs of each boring during the drilling
operations. At selected intervals, samples of the subsurface materials were taken by
means of driving California barrel samplers. Penetration resistance measurements were
obtained by driving the California barrel into the subsurface materials with a 140-pound
hammer falling 30 inches. The penetration resistance value is a useful index in estimating
• the consistency, relative density, or hardness of the materials encountered. In addition,
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Liquid Waste Management,Inc. lierracon
Proposed Office/Shop Building&ISDS
• S.Side of WCR 22,Approx.3/4 Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
groundwater conditions were recorded in each boring at the time of site exploration and four
days after completion of drilling.
Laboratory Testing: Samples retrieved during the field exploration were returned to the
laboratory for observation by the project geotechnical engineer and were classified in
general accordance with the Unified Soil Classification System described in Appendix C.
Samples of bedrock were classified in accordance with the general notes for Rock
Classification. At that time, the field descriptions were confirmed or modified as necessary
and an applicable laboratory testing program was formulated to determine engineering
properties of the subsurface materials. Boring logs were prepared and are presented in
Appendix A.
Laboratory tests were conducted on selected samples and are presented in Appendix B.
The test results were used for the geotechnical engineering analyses, and the development
of foundation and earthwork recommendations. Laboratory tests were performed in general
accordance with applicable local standards or other accepted standards.
• Selected soil/bedrock samples were tested for the following engineering properties:
• Water Content • Swell-Consolidation Potential
• Dry Unit Weight • Water Soluble Sulfate Content
• Unconfined Compressive Strength • Atterberg Limits
• Grain Size Distribution
SITE CONDITIONS
The site is located on the south side of Weld County Road 22, approximately % miles east
of US Highway 85. The site is currently used for agricultural purposes, and is generally
surrounded by agricultural land and sparse residential development. Oil/gas operations
were observed in the immediate area surrounding the property. Vegetation consisted of a
moderate to heavy growth of grasses/clover. The ground surface at the site was generally
even with a slight downward slope to the north and northeast. A maximum difference in
elevation of about 2% feet was measured across the location of our building test borings.
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Liquid Waste Management,Inc. lierracon
Proposed Office/Shop Building 8 ISDS
• S.Side of WCR 22,Approx.%.Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
SUBSURFACE CONDITIONS
Soil and Bedrock Conditions: As presented on the Logs of Boring, a thin mantle of
topsoil overlying sandy lean clays and/or silty sands were present to depths of about 3 to 6
feet below grade. Highly weathered bedrock was encountered below the clays/sands and
extended to depths of about 6 to 9 feet, where it transitioned to firm to hard. The bedrock
extended to the maximum depth of exploration. Please refer to the Logs of Boring for more
comprehensive strata descriptions.
Field and Laboratory Test Results: Field test results indicate that the clay soils are stiff to
very stiff in consistency, while the sands are loose in relative density. The bedrock varies
from weathered to hard in hardness. Laboratory test results indicate that subsoils at shallow
depth have low swell potential. Swell-consolidation test results indicate that the weathered
bedrock has low expansive potential, while the firm to hard bedrock has moderate
expansive potential. Field test results indicate the soils in the area of the proposed septic
system have poor percolation characteristics.
Groundwater Conditions: Groundwater was only encountered in the Boring 1,
immediately after drilling, at a depth of about 15 feet below existing grade. When checked
four days later, groundwater was measured in all of the borings at depths of 3 to 16 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.
Zones of perched and/or trapped groundwater, where not already present, may also occur
at times in the subsurface soils overlying bedrock, on top of the bedrock surface or within
permeable fractures in the bedrock materials. 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.
Fluctuations in groundwater levels can best be determined by implementation of a
groundwater monitoring plan. Such a plan would include installation of groundwater
monitoring wells, and periodic measurement of groundwater levels over a sufficient period
of time. The possibility of groundwater fluctuations should be considered when developing
design and construction plans for the project.
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Liquid Waste Management,Inc. Terracon
Proposed Office/Shop Building&ISDS
• S.Side of WCR 22,Approx.Y.Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
ENGINEERING ANALYSES AND RECOMMENDATIONS
Geotechnical Considerations: Based upon geotechnical conditions encountered in our
test borings, the site appears suitable for construction. We believe that the primary
geotechnical condition that will impact proposed construction on the site is the presence of
shallow groundwater, generally encountered in the building area at depths of 3 to 4 feet
below current site grades. Based upon the shallow groundwater, we recommend placing the
floor slab at least five (5) feet above the level of the groundwater. This would require raising
the site with approximately 2 to 4'/z feet of fill material. Fill placement should achieve a floor
slab subgrade elevation of at least 110'/z feet, as shown on the attached Subsurface Diagram.
Based upon our field and laboratory testing we anticipate that low swelling clays/sands
and/or properly compacted/moisture-treated engineered fill will be encountered in the
excavations. Considering the size and type of construction planned and the subsurface
conditions encountered in our test borings, we recommend that the proposed structure be
supported on spread footings. We understand that pole barn construction is also being
considered by the client for support of the proposed structure, therefore we have also
• evaluated the use of pole barn construction for the site. However, based upon the subsurface
conditions encountered on the site, we feel that the use of a pole barn foundation will likely
involve complications during construction associated with shallow groundwater and potentially
caving sand soils. In addition, subsurface conditions encountered on the site may even
preclude the use of this type of system for the proposed structure.
Swell-consolidation tests performed on samples of the soil at or near the level of floor slabs
indicate low swelling soils. Based upon the test data and our experience, we believe slabs-
on-grade can be supported on the site materials, or properly moisture-treated and
compacted fill, with a relatively low potential of excessive movement. The builder/owner
should recognize that concrete floors constructed on low swelling soils could heave and
crack to some degree if the underlying soils become wetted.
Recommendations for the design and construction of foundations, floor slabs, foundation
drainage, and individual sewage disposal systems are outlined in the following sections.
Spread Footing Foundation Recommendations: We anticipate that low swelling
clays/sands and/or properly compacted/moisture-treated engineered fill will be encountered in
the excavation. Considering the size and type of construction planned and the subsurface
conditions encountered in our test borings, we believe that the proposed structure can be
• supported on spread footings. The completed foundation excavation should be observed by
the geotechnical engineer, prior to the forming of footing construction, to confirm that
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Liquid Waste Management,Inc. lierracon
Proposed Office/Shop Building&ISDS
• S.Side of WCR 22,Approx.Y.Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
satisfactory bearing materials are present and that subsurface conditions are consistent
with those encountered in our test borings. Footings should bear on undisturbed natural
soils or on tested and approved engineered fill and may be designed for a maximum soil
bearing pressure of 1,500 pounds per square foot (psf.) The design bearing pressure
applies to dead loads plus design live load conditions. Exterior footings and foundations in
unheated areas must be protected from frost action. The normal depth of frost protection in
this area is assumed to be around 30 inches.
Comparatively soft clays and shallow groundwater were encountered on the site. To reduce
the potential of "pumping" and softening of the foundation soils and the requirement for
corrective work, we recommend the excavation be completed remotely with a track-hoe.
Where soft soils are encountered at foundation bearing depth, they should be removed to a
minimum depth determined by the geotechnical engineer and replaced with approved
material.
Footings should be proportioned to minimize differential foundation movement. Proportioning
on the basis of relative constant dead-load pressure provides a means to reduce differential
• movement between adjacent footings. Total movement of footings designed in accordance
with the above criteria is estimated to be on the order of 1 inch. Proper drainage should be
provided in the final design and during construction to reduce the potential of foundation
movement.
Foundations and walls should be reinforced as necessary to reduce the potential for distress
caused by differential foundation movement. As mentioned above, the completed foundation
excavation should be observed by the geotechnical engineer to confirm that satisfactory
bearing materials are present and that subsurface conditions are consistent with those
encountered in our test borings. If the soil conditions encountered differ from those presented
in this report, supplemental recommendations will be required.
Pole Barn Foundation Recommendations: We understand that a pole barn foundation
is being considered by the client for support of the proposed structure. Based upon the
subsurface conditions encountered in our borings, we feel that this type of foundation will
likely involve complications during construction associated with shallow groundwater and
potentially caving sand soils. The subsurface conditions,encountered may even preclude
the use of pole barn construction on the site. In addition, moderately expansive claystone
bedrock was encountered in our borings. Accordingly, pole barn foundations should be
held at least 4 feet above the elevation of the firm bedrock, or at an elevation of
approximately 106.0 feet. Where pole barn foundations are feasible, they may be designed
• for a maximum soil bearing pressure of 1,500 pounds per square foot (psf.) The design
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Liquid Waste Management,Inc. lierracon
Proposed Office/Shop Building 8 ISDS
• S.Side of WCR 22,Approx.V.Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
bearing pressure applies to dead loads plus design live load conditions. Foundations must
be protected from frost action. The normal depth of frost protection in this area is assumed
to be around 30 inches.
To satisfy forces in the horizontal direction, foundations may be designed for lateral loads
using a passive equivalent fluid pressure of 350 pounds per square foot per foot (psf/ft) for
soils above the groundwater. The passive pressures outlined above are ultimate values. As
such, appropriate factors of safety should be applied to these values.
Floor Slab Design and Construction: Swell-consolidation tests performed on samples of
the soils at or near the level of floor slabs typically indicated low swell potential when wetted.
•
Based on this data and on our experience, we believe slabs-on-grade can be supported on
the site materials, or properly moisture-treated and compacted fill, with a relatively low
potential of excessive movement. The builder/owner should recognize that concrete floor
slabs constructed on low swelling soils could heave and crack to some degree when the
subsoils become wetted. Slab heave on the order of 1 inch is possible and would be
considered normal for soils like those found at this site. If slab movement can not be
• accepted or must be reduced, we are available to discuss slab heave mitigation techniques,
at your request.
To reduce potential slab movements, carefully planned and maintained surface drainage will
be important. We recommend the following precautions be observed for on-grade slabs.
These precautions will not eliminate slab movement but they tend to reduce damage when
movement occurs.
Additional floor slab design and construction recommendations are as follows:
• A minimum 2-inch void space should be constructed above, or below non-
bearing partition walls placed on the floor slab. Special framing details and/or
connections should be provided at doorways, stairwells and heating/air-
conditioning units to allow vertical movement.
• Positive separations and/or isolation joints should be provided between slabs
and all foundations, columns or utility lines to allow independent movement.
• Frequent control joints should be provided in slabs to control the location and
extent of cracking in accordance with the American Concrete Institute (ACI).
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Liquid Waste Management,Inc. lferracon
Proposed Shd &ISDS
,111 S.Side of WCROffice/22,ApproxopBuil.'ing Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
• Floor slabs should not be constructed on frozen subgrade.
• The use of a vapor retarder should be considered beneath concrete slabs on
grade that will be covered with wood, tile, carpet or other moisture sensitive
or impervious coverings, or when the slab will support equipment sensitive to
moisture. When conditions warrant the use of a vapor retarder, the slab
designer and slab contractor should refer to ACI 302 for procedures and
cautions regarding the use and placement of a vapor retarder.
• Other design and construction considerations, as outlined in the ACI Design
Manual, Section 302.1R are recommended.
Individual Sewage Disposal System (ISDS) Construction: Percolation rates of 80 to 480
minutes per inch were obtained from testing conducted in percolation test holes P-1 through
P-6. These values exceed the maximum allowable percolation rate of 60-minutes per inch
acceptable for standard leach field construction as outlined by Weld County regulations.
Accordingly, an engineered septic system is required for the site.
• Earthwork: �y r V '\-' 14$t 3OV flip; flavii--
General Considerations: The following presents recommendations for site preparation,
excavation, subgrade preparation and placement of engineered fills on the project. All
earthwork on the project should be observed and evaluated by Terracon. 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 and other deleterious materials
from proposed building and pavement areas. Stripped materials consisting of vegetation
and organic materials should be wasted from the site, or used to re-vegetate landscaped
areas or exposed slopes after completion of grading operations. Exposed surfaces should
be free of mounds and depressions that could prevent uniform compaction.
The site should be initially graded to create a relatively level surface to receive fill, and to
provide for a relatively uniform thickness of fill beneath proposed building structures.
Exposed areas which will receive fill, once properly cleared, should be scarified to a
minimum depth of eight inches, conditioned to near optimum moisture content, and
• compacted.
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Liquid Waste Management,Inc. lierracon
Proposed Office/Shop Building&ISDS
• S.Side of WCR 22,Approx.%Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
Although evidence of fills or underground facilities such as septic tanks, cesspools,
basements, and utilities was not observed during the site reconnaissance, such features
could be encountered during construction. 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.
Based upon the subsurface conditions encountered in our borings, low strength and
high moisture content clays were found on the site. These materials are susceptible to
disturbance and loss of strength under repeated excavation equipment wheel loads and
unstable conditions could develop during earthwork operations. It should also be
recognized that the overall stability of the subgrade may be affected by precipitation,
excessive compaction water, repetitive construction traffic, or other factors. If unstable
conditions develop, workability may be improved by scarifying and drying. Over-
excavation of wet zones and replacement with granular materials may be necessary.
Shallow groundwater was encountered on the site and should be anticipated for
excavations approaching 2 feet. Pumping from sumps may be utilized to control water
• within the excavations. Well points may be required for significant groundwater flow, or
where excavations penetrate groundwater to a significant depth.
Subgrade Preparation: Engineered fill will be used to raise the area of the proposed
building pad. Prior to fill placement all existing vegetation, debris, or other deleterious
materials should be stripped and removed from the proposed building area. The exposed
subgrade soils should be scarified to a depth of nine (9) inches, moisture conditioned to
within two (2) percent of the material's optimum moisture content and compacted to 95
• percent of the material's standard maximum dry density (ASTM D-698). Engineered fill
should extend horizontally a minimum distance of 5 feet beyond the outside edge of
perimeter footings.
Areas of loose soils may be encountered at foundation bearing depth after excavation is
completed for footings. When such conditions exist beneath planned footing areas, the
subgrade soils should be compacted prior to placement of the foundation system.
Subgrade soils beneath interior and exterior slabs, and beneath pavements should be
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scarified, moisture conditioned and compacted to a minimum depth of ten inches. The
moisture content and compaction of subgrade soils should be maintained until slab or
pavement construction.
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Liquid Waste Management,Inc. Terracon
Proposed Office/Shop Building&ISDS
S.Side of WCR 22,Approx.'/.Miles E.of US Hwy 85
• Weld County,Colorado
Terracon Project No.22065118
Fill Materials and Placement: Clean on-site soils or imported materials approved by
the geotechnical engineer may be used as fill and/or backfill on the site.
Imported soils should be evaluated and approved by the geotechnical engineer prior to
delivery to the site. In general, imported materials having the following properties should
be acceptable for use on the site.
Percent finer by weight
Gradation (ASTM C136)
6" 100
3" 70-100
No. 4 Sieve 50-100
No. 200 Sieve 65 (max)
• Liquid Limit 35 (max)
• Plasticity Index 15 (max)
• 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. The engineered fill should be placed in level lifts of approximately nine (9) inches
or less in loose thickness and should be compacted to at least 95 percent of the
standard Proctor maximum dry density (ASTM D698). On-site or imported clay soils
should be compacted within a moisture content range of 2 percent below to 2 percent
above optimum. Imported granular soils should be compacted within a moisture range of
3 percent below to 2 percent above optimum unless modified by the project
geotechnical engineer.
The recommendations for placement and compaction criteria presented assume that fill
depths will be less than 8 to 10 feet. Fills less than 8 to 10 feet in depth, when placed
and compacted as recommended in this report, will experience some self-weight
induced compression/settlement, generally on the order of 1 inch. The amount and rate
of settlement will be increased if water is introduced into the fill. In any event, sufficient
time should be allowed for deeper fills to consolidate/compress prior to construction. If
fill depths exceed about 8 to 10 feet, we should be contacted to determine whether
modifications to the fill placement and compaction criteria are needed.
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Liquid Waste Management,Inc. lierracar1
Proposed Office/Shop Building&ISDS
• S.Side of WCR 22,Approx.%.Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
Slopes: For permanent slopes in compacted fill or cut areas where saturation of the
slopes will not occur, we recommend slopes of 3:1 (horizontal to vertical), or less to reduce
erosion and maintenance problems. If saturated or steeper slopes and/or slopes over 8 to
10 feet in height are anticipated, or if structures or other surcharge loads will be located
within a distance of the slope height from the crest of the slope, the slopes should be
evaluated for stability on an individual basis. The face of all slopes should be compacted
to the minimum specification for fill embankments. Alternately, fill slopes can be over-
built and trimmed to compacted material. Slopes should be revegetated as soon as
possible to reduce the potential for erosion problems. Surface drainage should be
designed to direct water away from slope faces.
Excavation and Trench Construction: Comparatively soft clays and shallow
groundwater were encountered on the site. To reduce the potential of "pumping" and
softening of the foundation soils and the requirement for corrective work, we
recommend the excavation be completed remotely with a track-hoe. Where excavations
penetrate the groundwater, temporary dewatering will be required during excavation,
foundation work and backfilling operations for proper construction. Pumping from sumps
• may be utilized to control water within the excavations.
The individual contractor(s) is responsible for designing and constructing stable,
temporary excavations, as required to maintain stability of the excavation sides and
bottom as well as adjacent structures. 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. As a safety measure, it is recommended that all
vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope
equal to no less than the slope height. The exposed slope face should be protected
against the elements.
Underground Utility Systems: Underground piping within or near the proposed structures
should be designed and constructed so minor deviations in alignment do not result in
breakage or distress. Utility knockouts in foundation walls should be oversized to
accommodate differential movements.
Corrosion Protection (Concrete): We measured the soluble sulfate concentrations for
representative samples of the subsoils that will likely be in contact with structural concrete.
The sulfate concentrations measured in the samples varied from 80 to 115 parts per million
(ppm). Results of soluble sulfate testing indicate that Type I Portland cement is suitable for
• project concrete. However, if there is no, or minimal cost differential, use of Type II Portland
cement is recommended for additional sulfate resistance of construction concrete.
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Liquid Waste Management,Inc. lrerracon
Proposed OfficelShop Building 8 SOS
• S.Side of WCR 22,Approx.% Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
Foundation concrete should be designed in accordance with the provisions of the ACI Design
Manual, Section 318, Chapter 4.
Surface Drainage: Positive drainage should be provided during construction and maintained
throughout the life of the proposed residence. Surface drainage will be important to the
performance of foundations and concrete flatwork on this site. Infiltration of water into utility or
foundation excavations must be prevented during and after construction. Planters and other
surface features that could retain water in areas adjacent to the building or pavements should
be sealed or eliminated. Backfill against exterior walls should be moistened at or near
optimum and well compacted. In areas where sidewalks or paving do not immediately adjoin
the structure, we recommend that protective slopes, where possible, 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 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 or allowed to discharge within 5 feet of foundation
walls. Landscaped irrigation adjacent to the foundation system should be minimized or
eliminated.
GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so
comments can be made regarding interpretation and implementation of our geotechnical
recommendations in the design and specifications. Terracon also should be retained to
provide testing and observation during excavation, grading, foundation and construction
phases of the project.
The analysis and recommendations presented in this report are based upon the data
obtained from the borings performed at the indicated locations and from other information
discussed in this report. This report does not reflect variations that may occur between
borings, across the site, or due to the modifying effects of weather. The nature and extent
of such variations may not become evident until, during or after construction. If variations
appear, we should be immediately notified so that further evaluation and supplemental
recommendations can be provided.
•
12
• •
Liquid Waste Management, Inc. lierracon
Proposed Office/Shop Building&ISDS
,• S.Side of WCR 22,Approx.%Miles E.of US Hwy 85
Weld County,Colorado
Terracon Project No.22065118
The scope of services for this project does not include either specifically or by implication
•
any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials or conditions. If the owner is
concerned about the potential for such contamination or pollution, other studies should be
undertaken.
This report has been prepared for the exclusive use of our client for specific application to
the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranties, either express or implied, are intended
or made. Site safety, excavation support, and dewatering requirements are the
responsibility of others. In the event that changes in the nature, design, or location of the
project as outlined in this report are planned, the conclusions and recommendations
contained in this report shall not be considered valid unless Terracon reviews the changes
and either verifies or modifies the conclusions of this report in writing.
i
a•
•
13
•
WELD COUNTY ROAD 22
• TBM - NW CORNER CATTLE GUARD=- !
(ASSUMED ELEVATIONi100.0')
1!1
00
Q
3
l'3
N
P-4 P-5 P-b
PROPOSED TB-5
SEPTIC FIELD 9 a
P-3 P-2 P-1 ( -3e)e,.4 ��-
'
4
TB-1 ra
PROPOSED
OFFICE/SHOP
BUILDING .' TB-2
N
TB-4 l
TB-3
LEGEND•
\ 100 m 0m
APPROXIMATE LOCATION OF
9 TEST BORING DRILLED ON LIQUID WASTE MANAGEMENT, INC.
JULY 21,2006 PROPOSED OFFICE/SHOP BLDG. 4 ISD5
WCR 22, APPROX. 3/4 MILES E. of HWY 55
APPROXIMATE LOCATION WELD COUNTY, COLORADO
• OF PERCOLATION POLES FIGURE 1: BORING LOCATION DIAGRAM
• TESTED JULY 25,2006
Project Manager GDO Project No. 22065115
Brain By. GDO 1 re r ra c o n Scale. I' = 100'
R2 CEB 4-24-01 Checked By. E,JP 1242 Branwood Place Bate' 1/26/06
DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS R1 CEB 5-19-99 Longmont,Colorado 80501 1 of I
i NOT INTENDED FOR COt'ISTRUCTION PURPOSES R0 CHS 4-22-98 Approved By. EJF 303-776-3921 Sheet No,
LOG OF TEST BORING NO. TB-1 Page 1 of 1
CLIENT
Liquid Waste Management, Inc.
• SITE WCR 22,Approx. 3/4 Miles E. of HWY 85 PROJECT
Weld County,Colorado Proposed Office/Shop Building & ISDS
SAMPLES TESTS
U o ZO o tJ Lilt) co w
DESCRIPTION 2 F ZN a�a
¢ z - 5,
_ Cr)
W W c Zw 2 Ze'z USo
aa f CO > W o WI- Ow -Upp
a U d U z3 HZ Y. U�ty t_12(1, -
CC Approx. Surface Elev.: 106.5 ft W D D F W a Z <O o a D o W to °
'‘I' 't 0.5 VEGETATIVE SOIL LAYER 106 -
// \SAND and CLAY soil with vegetation and I
root penetration.
SILTY SAND Y SM CB 9/12 16 108
4 brown, grey brown, beige, loose, fine to 102.5
medium grained, contains SANDY CLAY to
\CLAYEY SAND interbeds. I 5 6 LEAN CLAY with SAND 100.5 - CL CB 16/12 16 113 +0.9/500
\brown, olive brown, beige, stiff to very stiff, /
slightly calcareous.
HIGHLY WEATHERED CLAYSTONE —
9 brown, grey, rust/orange brown, "Clay-Like" 97.5 —
\properties, stiff to very stiff. / 10 - CB 30/12 22 103
CLAYSTONE _
- grey, olive, rust/orange brown, black, firm — '
to medium hard, slightly lignitic, contains =
SANDSTONE/SILTSTONE interbeds.
ii 0 15 CB 50/11 16 120 14400
-
- CB 37/12 18 108 9140
20
-25 81.5 - CB 39/12 22 103 10500
Bottom of Test Boring 25
F
0
0
z
0
0
The stratification lines represent the approximate boundary lines
m between soil and rock types: in-situ,the transition may be gradual.
WATER LEVEL OBSERVATIONS,ft BORING STARTED 7-21-06
Ill WL Z 15 7/21/06 ? 3 7/25/06 1r err acon RIG BORING COMPLETED
7-21-06
d Deidriich D-55 FOREMAN EB
o WL ? Y
w
rr WL APPROVED ESW JOB# 22065118
0 0
•
LOG OF TEST BORING NO. TB-2 Page 1 of 1
CLIENT
Liquid Waste Management, Inc.
• SITE WCR 22,Approx. 3/4 Miles E. of HWY 85 PROJECT
Weld County, Colorado Proposed Office/Shop Building & ISDS
i SAMPLES TESTS
J
J o _ Z N °
° DESCRIPTION m >2p � = z N
J
(-22
K Wft CC C Z ~ LL W U
2 = U W > F K W Q a Z U p
a U co w °U z3 aZ > UAW WjO
a Approx. Surface Elev.: 107.5 ft a 3 D F CC aa..WO 3° o a D°W Ct r-f°
°0.5 VEGETATIVE SOIL LAYER 107
(SAND and CLAY soil with vegetation and I —
/; root penetration. SM CB 6/12 17 101
SILTY SAND
/ brown, grey brown, tan, loose, fine to
medium grained, contains SANDY CLAY to _
f 55 CLAYEY SAND interbeds. 102 5
HIGHLY WEATHERED CLAYSTONE CB 18/12 20 108 +2.0/500
brown, beige, grey, rust/orange brown,
I 8 "Clay-Like" properties, stiff. 995
1 CLAYSTONE —
grey, olive, rust/orange brown, black,firm — CB 31/12 18 111 +2.0/1000
to medium hard, slightly lignitic, contains io -
- SANDSTONE/SILTSTONE interbeds. —
I• — CB 37/12 20 109 +2.5/1000
15
1 _
20 875 — CB 50/12 20 107 +2.0/2000
20
Bottom of Test Boring
i
izz
l-
0
0
z
0
a
CC
CC
Ill
I-
-3 The stratification lines represent the approximate boundary lines
m between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS,ft BORING STARTED 7-21-06
WL Q Dry AB 7/21 16 7/25/06 1 [err acon RIG BORINGF 7 21
Deidri h D-55 EFOREMAN EB
I
o WL APPROVED ESW JOB# 22065118,
0%
LOG OF TEST BORING NO. TB-3 Pagel of 1
CLIENT
• Liquid Waste Management, Inc.
• SITE WCR 22,Approx.3/4 Miles E. of HWY 85 PROJECT
Weld County,Colorado Proposed Office/Shop Building & ISDS
SAMPLES TESTS
O 0 d OZ in eH o> a OW
DESCRIPTION 2 > F Z1- Zoy
o z' > K w ac z ~ LLw0 OCR
0 m > t� KW Z Oaz 'L.
H to w O W N w t- W Ell a•
lr a. 0 m >- W z o <O m V ZO� 5=o
o Approx. Surface Elev.: 109.0 ft o 7 Z o Cl.s 3 0 o a D 0 CO CO N
,' 0.5 VEGETATIVE SOIL LAYER 108.5 -
(SAND and CLAY soil with vegetation and I
root penetration.
SANDY LEAN CLAY — CL CB 7/12 18 111 +0.2/250
brown,tan, beige, medium stiff. Y -
5 104 —
HIGHLY WEATHERED CLAYSTONE 5 — CB 11/12 23 102
brown, grey, rust/orange brown,white,
7 \'Clay-Like" properties, stiff. / 102
CLAYSTONE
- grey, olive brown, rust/orange brown, -
- - black, firm to hard, slightly lignitic, contains — CB 32/12 20 106
_ SANDSTONE/SILTSTONE interbeds. 10
ill 15 CB 45/12 17 112
- CB 44/12 20 108 12070
20
i - -
-
- 25
-
30 7y CB 50/6 15 114 19740
30
o Bottom of Test Boring
c3
0
U
C
KK
F
ft The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED 7-21-06
0 WL Q Dry AB 7/21 = 3.5 7/25/06 BORING COMPLETED 7-21-06
o WL Y Y 1 terracon RIG Deidrich D-55 FOREMAN EB
f;L APPROVED ESW JOB# 22065118
•
•
LOG OF TEST BORING NO. TB-4 Page 1 of 1
CLIENT
Liquid Waste Management, Inc.
• SITE WCR 22,Approx. 3/4 Miles E. of HWY 85 PROJECT .
Weld County, Colorado Proposed Office/Shop Building & ISDS
SAMPLES TESTS
J
J E Z w S O
C7 O o r 0> 6 (n W
o DESCRIPTION z >- p $ zN z h
o a
cc
w rc Z Z EwoZWz U=
I- Co a] W O Wm WI-
D O0-w -.J Sr?
' o Approx. Surface Elev.: 108.5 ft o CO D F CC a 3 3 0 o a Dom >,„O
" 0.5 VEGETATIVE SOIL LAYER Lea —
\SAND and CLAY soil with vegetation and I _
root penetration.
' ./.
SANDY LEAN CLAY CL CB 13/12 18 110 +1.0/250
3 5 brown, tan, beige, stiff, contains 105
I \CLAYSTONE fragments. —
HIGHLY WEATHERED CLAYSTONE 5
, brown, grey, rust/orange brown, beige, — CB 24/12 18 111 +1.3/500
"Clay-Like"properties, very stiff. —
t 8 100.5
CLAYSTONE —
- grey, olive brown, rust/orange brown, — CB 50/12 15 116 +1.4/1000
black, medium hard to hard, slightly lignitic, 10
contains SANDSTONE/SILTSTONE
- interbeds. —
¢• - CB 50/11 20 108 +2.3/1500
5
20 88,5 - CB 46/12 20 109 16670
20
Bottom of Test Boring
Co
F
O
CD
z
0
a
CC
ff
t- The stratification lines represent the approximate boundary lines
to between soil and rock types: in-situ,the transition may be gradual.
'° WATER LEVEL OBSERVATIONS, ft BORING STARTED 7-21-06
51 WL Q Dry AB 7/21 1 4 7/25/06 llerraccin RIGBO Deidrich D-55 NG EFFOREMAN 7-21-06
51 EB
o WL APPROVED ESW JOB# 22065118,
m%
•
• -- 1
LOG OF TEST BORING NO. TB-5 Page 1 of 1
CLIENT
Liquid Waste Management, Inc. _
• SITE WCR 22,Approx. 3/4 Miles E. of HWY 85 PROJECT
Weld County, Colorado Proposed Office/Shop Building & ISDS
SAMPLES TESTS
J
C7 O c o h- C> n m W
DESCRIPTION i F ZN o�a
S x } w IY w Q E
z
F- LLwC7 U1-\= v) W > tZ ix Z ZKZ JSo
m D 0- JU
d 0 2 a O z3 WI- >- UO2w wL�
0 Approx. Surface Elev.: 102.5 ft o Co D I- a a B 3 0 o a D 0 W CO
"'a 0.5 VEGETATIVE SOIL LAYER 142 102
\ANDt and LAYon. soil with vegetation and
f —
3 LEAN CLAY with SAND 3' 99.5
\brown, dark brown, beige, contains SILTY 1 - CB 13/12 27 93
SAND interbeds.
, HIGHLY WEATHERED CLAYSTONE 5
6 olive brown, grey, rust/orange brown, ><,y96.5 —
white "Cla -Like" ro rties stiff. 4 CB 26/12 18 112
CLAYSTONE (in 715 jjy-te" _
grey, olive brown, rust/orange brown, —
black,firm to medium hard, slightly lignitic, —
10 contains SANDSTONE/SILTSTONE 92.5 - CB 50/12 22 105
\interbeds. / 10
Bottom of Test Boring
ei
(I
•
•
cg
Yo-A-5
0
0
U
Q
K
WX
The stratification lines represent the approximate boundary lines
m between soil and rock types: in-situ,the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED 7-21-06
5' WL 2 Dry AB 7/21 = 7 7/25/06 ir erracon RIG BORING
EEBF7-21-06
o WL Y Deidrich D-55 FOREMAN
w
m`WL APPROVED ESW JOB# 220651180
115 115
i-• RECOMMENDED FLOOR SLAB 5UBGRADE
ELEVATION BECAUSE OF HIGH GROUNDWATER
SITE ELEV. • 1105 rest
110 - _ _ - / - - - - - , - -110
TB-4 TB-3
5 FOOT OFFSET (MN) TB-2
TB-1
105 / _. 111
MEASURED GROUNDWATER LEVEL
JULY 25,2006 (APPROX.ELEV.=1O55 feet) ._
100 -- --- 100
c
O
co 95 ._ - - 95
m
W
90
85 85 •
a
e
0 80 80
O
z
0
UQ
75 75
0
LTD
Distance Along Baseline, ft.
SUBSURFACE DIAGRAM
1 inerracon Project: Proposed Office/Shop Building & ISDS
Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
Job#: 22065118
O Date: 7-31-06
•
10
8 I �-
6
4 _
J
w
u,
2- - --
♦
Z
O -2
a
J
UJ
Z
-6 --f L_
-8 -- _ , L -
-10 l
0.1 1 10 100
APPLIED PRESSURE,ksf
Specimen Identification Classification 7d, pcf WC,%
• TB-1 5.0ft Lean Clay with Sand(CL) 113 16
0 0
Notes: Water Added to Sample at 500 psf.
ce
0
= SWELUCONSOLEDATION TEST
• Project: Proposed Office/Shop Building & 1SDS
y 1 re rracon Site: WCR 22,Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
o Job#: 22065118
U
Date: 7-26-06
• •
10
-
_• 8
6
J 4
JJ'
co
2
o •
Z
o -2
H
Q
D
J
O Z -4
U
'• 6
-8
-10
0.1 1 10 100
APPLIED PRESSURE, ksf
(
e Specimen Identification Classification Yd, pcf WC,%
• TB-2 5.0ft Claystone 108 20
0
z
z
Notes: Water Added to Sample at 500 psf.
SWELL/CONSOLIDATION TEST
• a
Project: Proposed Office/Shop Building & ISDS
1��rra�on Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
a Job #: 22065118
U
o Date: 7-27-06
i •
10
•
• 8 . .
6
4 I -- - •---
V;
2
0•—
•
O -2
_.J
o -4
-6
-8
-10
0.1 1 10 100
APPLIED PRESSURE,ksf
Specimen Identification Classification Yd, pcf WC,%
• TB-2 9.0ft Claystone 111 18
' o
Notes: Water Added to Sample at 1,000 psf.
a
SWELL/CONSOLIDATION TEST
a
N Project: Proposed Office/Shop Building & iSDS
y 1 Tarr acon Site: WCR 22,Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
Job#: 22065118
0 Date: 7-26-06
• •
10
• 8
6
4
2
z \ •
0 2
z 4
0
U
i• -6
-8
-10
0.1 1 10 100
APPLIED PRESSURE, ksf
Specimen Identification Classification rd, pcf WC,%
•
• TB-2 14.0ft Claystone 109 20
O
0
Notes: Water Added to Sample at 1,000 psf.
cc
U'
SWELL/CONSOLIDATION TEST
•
a
N e Project: Proposed Office/Shop Building & ISDS
1 'erraeon Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
o Job#: 22065118
U
Date: 7-26-06
• •
10
• 8
6
4
I1sJI
2
o J
z
O -2
F
Q
J
O
0)
0z -4
4 1
-6
-8
-10
0.1 1 10 100
APPLIED PRESSURE,ksf
Specimen Identification Classification Yd, pcf WC,%
• TB-2 19.0ft Claystone 107 20
Notes: Water Added to Sample at 2,000 psf.
c(
0 L6
46
SWELUCONSOLIDATION TEST
•
N Project: Proposed Office/Shop Building & ISDS
11 err acon Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
O Job#: 22065118
0
o Date: 7-26-06
• •
10
• 8
6
J 4
J
ww
2
o fT
1 N
0z
10 100
APPLIED PRESSURE, ksf
Specimen Identification Classification Yd, pcf WC,%
• TB-3 2.0ft SANDY LEAN CLAY(CL) 111 18
0
Notes: Water Added to Sample at 250 psf.
= SWELL/CONSOLIDATION TEST
•
a
N Project: Proposed Office/Shop Building & ISDS
1 ierr acon Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
o Job #: 22065118
U
Date: 7-26-06
• •
10
• 8
6
4
W
L
vl
2
o •
z
O -2
O
J
co
co
z -4
U
• 6
-8
-10
0.1 1 10 100
APPLIED PRESSURE, ksf
Specimen Identification Classification Yd, pcf WC,%
• TB-4 2.0ft Sandy Lean Clay(CL) 110 18
z
Notes: Water Added to Sample at 250 psf.
eff
. SWELUCONSOLIDATION TEST
N Project: Proposed Office/Shop Building & ISDS
1 ferr�con Site WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
o Job #: 22065118
Date: 7-26-06
•
•
10
,0 8
6
}
J-J 4
CO
2—
•
o -2
Q
O
OZ -4
• -6
-8 1 -
I
-10_ - - --
0.1 1 10 100
APPLIED PRESSURE,ksf
i
Specimen Identification Classification 7d, pcf WC,%
• TB-4 5.0ft Claystone 111 18
Notes: Water Added to Sample at 500 psf.
• c!,00
SWELL/CONSOLIDATION TEST
Project: Proposed Office/Shop Building & ISDS
1 err acon Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
o Job#: 22065118
U
Date: 7-26-06
0 i
101
I
0 8 .
6
4
2 _ .
0
co--
-
U
l 1
i
I• -6- I - - �-
i
-8 -- _ __•
i
-10 , . - _._ I
0.1 1 10 100
APPLIED PRESSURE, ksf
Specimen Identification Classification Yd, pcf WC,%
sv
j • TB-4 9.0ft Claystone 116 15
s O
Notes: Water Added to Sample at 1,000 psf.
a.
m
R
SWELUCONSOLIDATION TEST
0 Project: Proposed Office/Shop Building & ISDS
1 ferr�con Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
0 Job#: 22065118
U
o Date: 7-26-06
• •
10
;w 8
i J 4 -- -
m
2r
: N: .
o -2 l ._—
i
a
O I
0
o -4 I r
• 6
-8
-10
0.1 1 10 100
APPLIED PRESSURE,ksf
Specimen Identification Classification Yd, pcf WC,%
E • TB-4 14.0ft Claystone 108 20
0
c
0
0
cc
Notes: Water Added to Sample at 1,500 psf.
cc
N
a I
z SWELL/CONSOLIDATION TEST
0 Project: Proposed Office/Shop Building & ISDS
c°6°1' lrerracon
Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
0 Job #: 22065118
0 Date: 7-26-06
U.S.SIEVE OPENING•HES I U.S.SIEVE NUMBERS • I HYDROMETER
6 4 3 2 1.5 1 3/4 1/2 3 6 6101416 20 30 40 5060 100140200
100
95
• so
65
80
75
70
H 65
w
60
>- 55
m
m
Le 50
z
LL
H 45
z
' in
40
w
a
I 35 -
I
30 - -
25
PO -
I 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
• TB-2 9.0ft Claystone 59 17 42
' T TB-3 2.0ft SANDY LEAN CLAY(CL) 34 13 21
Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay
1• • TB-2 9.0ft 12.7 0.7 1.8 97.4
o m TB-3 2.0ft 12.7 0.2 37.2 62.6
a
cc
c
CD
• 7, GRAIN SIZE DISTRIBUTION/SOIL CLASSIFICATION
N Project: Proposed Office/Shop Building & ISDS
1 brracon Site: WCR 22, Approx. 3/4 Miles E. of HWY 85 Weld County, Colorado
re Job#: 22065118
c
o Date: 7-26-06
• •
PERCOLATION TEST RESULTS
Client/Project: Liquid Waste Management Inc. /Proposed Office/Shop Bldg. Project No.: 22065118
Location: WCR 22,Approx. 3/4 miles East of US Hwy 85 Tester: KPL
Legal Description: NE 1/4 Section 17, Township 2 North, Range 66 West Test Date: 7/25/2006
Soil Description: Lean Clay with Sand (CL)
P - 1 P - 2 P - 3
Depth:40" Diameter:8" Depth:40" Diameter:9" Depth: 37" Diameter:8"
Change in Change Percolation Change in Change Percolation Change in Change Percolation
Reading Height in Time Rate Reading Height in Time Rate Reading Height in Time Rate
22 5/16 - - - 24 5/16 - - - 20 3/16 - - -
2215/16 5/8 30 48 24 3/8 1/16 30 480 20 1/4 1/16 30 480
23 3/8 7/16 30 69 24 7/16 1/16 30 480 20 5/16 1/16 30 480
23 3/4 3/8 30 80 24 1/2 1/16 30 480 20 3/8 1/16 30 480
Hole Perc. Rate: min./in. Hole Perc. Rate: min./in. Hole Perc. Rate: min./in.
P - 4 P - 5 P - 6
Depth: 39" Diameter:9" Depth: 39" Diameter:9" Depth: 36" Diameter: 9"
Change in Change Percolation Change in Change Percolation Change in Change Percolation
Reading Height in Time Rate Reading Height in Time Rate Reading Height in Time Rate
21 7/8 - - - 22 3/4 - - - 2113/16 - - -
21 7/8 0 30 - 22 3/4 0 30 - 22 7/16 5/8 30 48
22 1/8 30 240 23 1/4 30 120 2215/16 1/2 30 60
22 1/16 1/16 30 480 23 1/8 1/8 30 240 23 3/16 1/4 30 120
gap° �
C
-) • - ( V) 91-Et '
Hole Perc. Rate: min./in. Hole Perc. Rate: min./in. Holee Permin./in.
1242 Bramwood Place, Longmont, Colorado 80501 liarracon
I
• •
GENERAL NOTES
DRILLING&SAMPLING SYMBOLS:
SS: Split Spoon- 1 3/8"I.D.,2"O.D., unless otherwise noted HS: Hollow Stem Auger
• ST: . Thin-Walled Tube-2"O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler-2.42"I.D.,3"O.D.,unless otherwise noted HA: Hand Auger
CB: California Barrel-1.92"I.D.,2.5"O.D.,unless otherwise noted RB: Rock Bit
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler(SS)the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". For 2.5" O.D.
California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12
i inches using a 140-pound hammer falling 30 inches, reported as "blows per inch" and is not considered equivalent to the
"Standard Penetration"or"N-value".
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling
WCI: Wet Cave in WD: While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB: After Boring ACR: After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils,the indicated levels may reflect the location of groundwater.
In low permeability soils, the accurate determination of groundwater levels.may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils
have more than 50%of their dry weight retained on a#200 sieve;their principal descriptors are: boulders, cobbles,gravel or sand.
Fine Grained Soils have less than 50% of their dry weight retained on a#200 sieve;they are principally described as clays if they
are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents
may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
I. FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK
CLB) JSS) LC.M I §1 Relative (CBI (SS)
Blows/Ft. Blows/Ft. Consistency Blows/Ft. Blows/Ft. Density Blows/Ft. Blows/Ft. Consistency
<3 <2 Very Soft 0-5 <3 Very Loose <24 <20 Weathered
3-4 2-3 Soft 6-14 4-9 Loose 24-35 20-29 Firm
5-7 4-6 Medium Stiff 15-46 10-29 Medium Dense 36-60 30-49 Medium Hard
8-15 7-12 Stiff 47-78 30-49 Dense 61-96 50-79 Hard
16-32 13-26 Very Stiff >78 >49 Very Dense >96 >79 Very Hard
>32 >26 Hard
RELATIVE PROPORTIONS OF SAND AND GRAIN SIZE TERMINOLOGY
GRAVEL
Descriptive Terms of Percent of Major Component
Other Constituents Dry Weight of Sample Particle Size
Trace <15 Boulders Over 12 in.(300mm)
With 15—29 Cobbles 12 in.to 3 in. (300mm to 75 mm)
Modifier >30 Gravel 3 in.to#4 sieve(75mm to 4.75 mm)
• Sand #4 to#200 sieve(4.75mm to 0.075mm)
Silt or Clay Passing#200 Sieve(0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Terms of Percent of
Other Constituents = Dry Weight Term Plasticity Index
Trace <5 Non-plastic 0
With 5-12 Low 1-10
Modifiers > 12 Medium 11-30
High 30+
• • ,
llerracon
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classification
Group
Symbol Group Names
Coarse Grained Soils Gravels Clean Gravels Cu≥4 and 1 ≤Co≤3E GW Well graded gravel'
More than 50%retained More than 50%of coarse Less than 5%foes` Cu<4 and/or 1 >Cc>3E GP Poorly graded gravel`
fraction retained on
on No.200 sieve No.4 sieve Gravels with Fines Fines classify as ML or MH GM Silty graver'°"
More than 12%fines` Fines classify as CL or CH GC Clayey
9ravel`°"
Sands Clean Sands Cu≥6 and 1≤Cc≤3E SW Well graded sand'
50%or more of coarse Less than 5%foes° Cu<6 and/or 1 >Cc>35 SP Poorly graded sand'
fraction passes
No.4 sieve Sands with Fines Fines classify as ML or MH SM Silty sands"'
More than 12%fines° Fines classify as CL or CH SC Clayey sand°"
I Fine-Grained Soils Silts and Clays Inorganic PI>7 and plots on or above"A"line' CL Lean clay"
50%or more passes the Liquid limit less than 50 PI<4 or plots below"A"line' ML Silt"
No.200 sieve
Organic Liquid limit-oven Organic Nalco*"
dried. <0.75 OL
Liquid limit-not Organic siltl`M°
dried
Silts and Clays Inorganic PI plots on or above"A"line CH Fat clay"
Liquid limit 50 or more
PI plots below"A"line MH Elastic silt".`""
Organic Liquid limit-oven dried Organic clay"`s`°
<0.75 OH
Liquid limit-not dried Organic silt"""'"
Highly organic soils Primarily organic matter,dark in color,and organic odor PT Peat
•
• ABased on the material passing the 3-in.(75-mm)sieve Hif fines are organic,add"with organic fines"to group name.
°If field sample contained cobbles or boulders, or both,add"with cobbles I If soil contains≥ 15%gravel, add"with gravel"to group name.
or boulders, or both"to group name. "If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay.
cGravels with 5 to 12%fines require dual symbols: GW-GM well graded Klf soil contains 15 to 29%plus No.200,add'with sand"or"with
gravel with silt,GW-GC well graded gravel with clay,GP-GM poorly gravel,"whichever is predominant.
graded gravel with silt,GP-GC poorly graded gravel with clay. L If soil contains≥30%plus No.200 predominantly sand,add
°Sands with 5 to 12%fines require dual symbols: SW-SM well graded "sandy"to group name.
sand with silt,SW-SC well graded sand with clay,SP-SM poorly graded
sand with silt,SP-SC poorly graded sand with clay M If soil contains≥30%plus No.200,predominantly gravel,
add"gravelly"to group name.
z
FCu= Deo/D10 Cc= (Dao) Ni PI≥4 and plots on or above"A"line.
Dio x Cho ° PI<4 or plots below"A"line.
Flt soil contains≥15%sand,add"with sand"to group name. PPI plots on or above"A"line.
olf fines classify as CL-ML,use dual symbol GC-GM, or SC-SM. 0 PI plots below"A"line. .
60 I I I
For classification of fine-grained
soils and fine-grained fraction
50 —of coarse-grained soils X00 , vve
Equation of"A"-line eS,
a Horizontal at PI=4 to LL=25.5.
X 40 — then PI=0.73(LL-20) i O�
W boa
p Equation of"U"-line
? Vertical at LL=16 to PI=7, C
I ->-• 30 — then PI=0.9(LL-5) i
a ' Ot'
i 0)
...„CO 20 ° I
o_ I' MH or OH
10 /iii I i
• 7[ ' �a _. h
_
ML or OL
m . I I i I .
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL) lierra con _
• !
ROCK CLASSIFICATION
• (Based on ASTM C-294)
Sedimentary Rocks
Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be
composed of particles of pre-existing rocks derived by mechanical weathering, evaporation or by
chemical or organic origin. The sediments are usually indurated by cementation or compaction.
Chert Very fine-grained siliceous rock composed of micro-crystalline or crypto-
crystalline quartz, chalcedony or opal. Chert is various colored, porous to
dense, hard and has a conchoidal to splintery fracture.
Claystone Fine-grained rock composed of or derived by erosion of silts and clays or any
rock containing clay. Soft massive; gray, black, brown, reddish or green and
may contain carbonate minerals.
Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles
with or without interstitial or cementing material. The cementing or interstitial
material may be quartz, opal, calcite, dolomite, clay, iron oxides or other
materials.
Dolomite A fine-grained carbonate rock consisting of the mineral dolomite [CaMg
j. (CO3)21. May contain noncarbonate impurities such as quartz, chert, clay
minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid
(HCL).
Limestone A fine-grained carbonate rock consisting of the mineral calcite (CaCo3). May
contain noncarbonate impurities such as quartz, chert, clay minerals, organic
matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL).
Sandstone Rock consisting of particles of sand with or without interstitial and cementing
materials. The cementing or interstitial material may be quartz, opal, calcite,
dolomite, clay, iron oxides or other material.
Shale Fine-grained rock composed of, or derived by erosion of silts and clays or any
rock containing clay. Shale is hard, platy, or fissile may be gray, black,
reddish or green and may contain some carbonate minerals (calcareous shale).
Siltstone Fine grained rock composed of, or derived by erosion of silts or rock
containing silt. Siltstones consist predominantly of silt sized particles (0.0625
to 0.002 mm in diameter) and are intermediate rocks between claystones and
sandstones, may be gray, black, brown, reddish or green and may contain
carbonate minerals.
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