HomeMy WebLinkAboutKUM & GO #0951 - PDP210013 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT
REPORT OF GEOTECHNICAL EXPLORATION
KUM & GO STORE #0951
___________________________
EAST PROSPECT ROAD AND SOUTH LEMAY AVE
FORT COLLINS, CO
PREPARED FOR
KUM & GO, L.C.
June 24, 2021
Olsson Project No. 020-28830
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
TABLE OF CONTENTS
Project Understanding ......................................................................................................................... 1
1.1. Geotechnical Scope ................................................................................................................. 1
1.2. Site Location and Description .................................................................................................. 1
1.3. Project Information ................................................................................................................... 2
Exploratory and Test Procedures ....................................................................................................... 3
2.1. Field Exploration ....................................................................................................................... 3
2.2. Laboratory Testing .................................................................................................................... 3
Subsurface Conditions......................................................................................................................... 4
3.1. Area Geology ............................................................................................................................ 4
3.2. Test Borings and Laboratory Summary .................................................................................. 4
3.3. Soil Properties ........................................................................................................................... 4
3.4. Groundwater Summary ............................................................................................................ 5
3.5. Corrosivity of Soils .................................................................................................................... 6
3.6. Evaluation of On-Site Soils ...................................................................................................... 6
Site Preparation.................................................................................................................................... 8
4.1. General Site Preparation .......................................................................................................... 8
4.2. Structural Fill ............................................................................................................................. 9
4.3. Utilities ..................................................................................................................................... 11
4.4. Drainage and Groundwater Considerations ......................................................................... 12
4.5. Construction Equipment Mobility ........................................................................................... 13
4.6. Temporary Slopes and Excavations ..................................................................................... 13
Buildings and Structures .................................................................................................................... 15
5.1. Shallow Foundation Design ................................................................................................... 15
5.2. Monument Sign/Deep Foundation Design ............................................................................ 16
5.3. Seismic Classification ............................................................................................................. 18
5.4. Floor Slab Design ................................................................................................................... 19
5.5. Exterior Slabs and Sidewalks ................................................................................................ 20
5.6. Lateral Earth Pressures ......................................................................................................... 20
5.7. UST Excavation Areas – Existing .......................................................................................... 22
5.8. Underground Fuel Tanks - New ............................................................................................ 24
Pavements ......................................................................................................................................... 25
6.1. Pavement Subgrade Preparation .......................................................................................... 25
6.2. Pavement Design – Site Parking and Drive Areas ............................................................... 26
Limitations .......................................................................................................................................... 28
APPENDICES
Appendix A: Site Location Plan, Boring Location Map
Appendix B: Symbols and Nomenclature, Boring Logs
Appendix C: Summary of Laboratory Test Results
Appendix D: Geologic Profile, Cross Section Map
Appendix E: Potential Swelling Soil
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
Kum & Go Fact Sheet
Store # 0951
Project address: S Lemay Ave & E Prospect Rd
Fort Collins, CO Date: 6/24/2021
Engineer: Ed Schnackenberg, PE Phone #: 402-827-7220
SITE PREPARATION
Is building demolition necessary (Y/N): Convenience store, homes, and outbuildings Yes See Report
Are below grade structures known to exist (basements, crawlspaces, UST's) (Y/N/U): Yes Existing UST’s
Above or below ground utility demolition/relocation (Y/N/U): Yes See Report
Is shoring anticipated during construction (Y/N): Yes See Report
Old fill encountered that will require rework (Y/N): Yes See Report
Estimated topsoil stripping depth (in): 6
Scarification thickness (in): 12
Proofrolling (Y/N): Where feasible. Not recommended in areas of fuel lines or UST installation Yes See Report
Highest recorded groundwater depth from existing grade (ft): 7.1
Lowest recorded groundwater depth from existing grade (ft): 14.0
Unsuitable or unstable soil identified during exploration (Y/N): No See Report
Exterior pavement subgrade preparation thickness (in): 12 See Report
Pavement underslab drainage system recommended (Y/N): No
Additional pavement subgrade recommendations necessary (Y/N): Yes See Report
Do available reports indicate the site was utilized by others prior to Kum & Go (Y/N): Yes See Report
Additional Comments: Aggregate base underlying pavements required to provide capillary break from clay subgrade
STRUCTURAL FILL
On site soils suitable for reuse? (Y/N): Yes See Report
Import Fill Soils Maximum Liquid Limit (%): 45
Import Fill Soils Maximum Plastic Limit (%): 25
Maximum Swell Potential (%): 1%
Maximum Particle Size (in): 3
Recommended lift thickness (in): 4 to 8
Additional Comments: The building footprint and 10’ around the building should be overexcavated to a depth of 24” below grade.
FOUNDATION DESIGN/FLOOR SLAB
Recommended Building Foundation Type: Shallow Spread (or Trench Type) Foundations
Finish Floor Elevation (ft): 4951.0
Recommended Frost Depth (in) 42
Are overexcavation and structural fill recommended below shallow foundations? (Y/N): Yes/No See Report
Is surcharge or preload necessary to prepare the building pad (Y/N): No
Net allowable soil bearing pressure (psf): 2,500
Minimum column footing width dimensions (in): 24
Minimum continuous footing width dimensions (in): 18
Are perimeter foundation drains recommended for the building (Y/N) No
Floor slab subgrade preparation thickness (in): 12 See Report
**This Fact Sheet only provides a limited overview of the report and is subject to any and all clarifications, conditions,
contingencies, limitations and/or qualifications that may exist in the body of the report. The information contained in this
Fact Sheet is provided pursuant to Client’s request and is provided solely for the convenience of Client and neither Client
nor any other party can rely solely on this Fact Sheet. Client and any other party using this report must review the entire
report and interpret the information contained in this Fact Sheet in conjunction with the remainder of the report.
Created by: Ed Schnackenberg, PE
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
020-28830 1
PROJECT UNDERSTANDING
1.1. GEOTECHNICAL SCOPE
This Report of Geotechnical Exploration was requested and authorized by Mr. Ryan Halder of
Kum & Go, L.C. (Kum & Go) for the purpose of evaluating existing subsurface conditions and
providing geotechnical design recommendations for the new Kum & Go #00951 building, signs,
and pavements.
The scope of this geotechnical exploration included:
· Site reconnaissance and review of soil and geologic subsurface information from USDA
Natural Resource Conservation Services (NRCS).
· Review of the project site concept plan entitled “Concept Plan” dated 05/28/2021.
· Review of the ALTA Survey completed by Lat40 titled “ALTA/NSPS Land Title Survey,
Kum & Go #951, Lot 5, East Acres, Being a Portion of the Northeast Quarter of Section
24, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, County of
Larimer, State of Colorado.
· Drilling and sampling of six (6) soil test borings extending to depths of approximately 10.0
to 25.5 feet below existing grades.
· Laboratory testing (as noted in the appendices) of soil samples obtained during the field
operations.
· Completion of a geotechnical engineering evaluation using information obtained from our
field observations, soil test borings, and laboratory testing program.
· Preparation of this Report of Geotechnical Exploration presenting the soil test borings,
laboratory test results, and a summary of our engineering evaluations and
recommendations.
The scope of this geotechnical exploration did not include an environmental assessment for
determining the presence of wetlands and/or hazardous or toxic materials in the soil or
groundwater on or near this site. Statements in this report regarding odors, discoloration, or
suspicious conditions are strictly for the information of our client.
1.2. SITE LOCATION AND DESCRIPTION
The 0.921-acre Kum & Go project site is situated in the southwest quadrant of the intersection of
S Lemay Avene and E Prospect Road in Fort Collins, Colorado. The preliminary ALTA survey
completed by Lat40 indicates the site has about 2 feet of total grade change sloping from about
4,948 feet on the south side to 4,950 feet on the north side. The site is currently occupied by a
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
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convenience store/gas station in the northeast corner and single-story homes and outbuildings
around the remainder of the property. From our review of readily available aerial images obtained
from Google Earth, the site has remained relatively unchanged dating back to as early as 1985.
A Site Location Plan and Boring Location Map are presented in Appendix A.
A preliminary finished floor elevation (FFE) of 4951.0 feet for the new Kum & Go building was
provided on the current Rec Site Plan (Dated 06/16/2021). Based on the existing topography and
the proposed FFE, we anticipate new cut and fill depths on the order of 2 feet or less may be
required to achieve final design grades. If the final FFE changes from the estimate provided,
Olsson geotechnical engineers should be contacted to determine if the recommendations of this
report remain valid.
1.3. PROJECT INFORMATION
We understand the new Kum & Go facility will include an approximately 3,946-square foot, single-
story, building utilizing light gauge steel framework and cast stone veneer to be located on the
north side of the project site, facing south, with the trash enclousre located along the western
perimeter of the site. New automobile fuel pump islands with an overhead canopy (24’ x 108’) will
be positioned south of the new building. The underground storage tanks (UST) will be positioned
along the south property line, just south of the pump islands. Parking areas will be constructed
just south of the building. Access to the facility will be provided by an entrance from S Lemay
Avenue at the southeast corner of the property.
Based on our experience with the Kum & Go building design, Olsson understands maximum live
and dead loads for the new building will be on the order of 41 kips each for isolated columns, 1.5
klf for continuous walls, and 125 psf for floor slabs.
Olsson understands that the type and design of canopy support foundations will be determined
by the Canopy Manufacturer/Installer based on their review of the contents of this geotechnical
report and the soil conditions encountered at the time of foundation installation. Olsson will
provide recommendations for canopy foundation design, subgrade improvements, or stabilization
of canopy foundation subgrades if requested by Kum & Go.
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
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EXPLORATORY AND TEST PROCEDURES
2.1. FIELD EXPLORATION
For this project, a truck-mounted CME 55 drill rig utilizing solid-stem continuous flight augers was
used to complete six (6) soil test borings extending to depths of 10.5 to 24.3 feet below existing
grades. Preliminary soil boring depths and locations were selected by Olsson and reviewed
during the proposal phase of this project. The soil boring locations and depths were modified or
shifted in the field only if necessary to avoid known underground or overhead utilities, existing
structures, site features, public right-of-way, or areas of limited access. Refer to the Boring
Location Map in Appendix A and the Boring Logs in Appendix B for the final locations and depths
of each boring.
Relatively undisturbed and split-barrel soil samples were obtained at staggered intervals during
the drilling process. Soil samples designated as "U" samples on the boring logs were obtained in
general accordance with ASTM D-1587 (Thin-Walled Tube Sampling of Soils). Soil samples
designated as “SS” were obtained in general accordance with ASTM D-1586 (Penetration Test
and Split-Barrel Sampling of Soils). Soil samples designated as "MC" on the boring logs were
obtained in general accordance with ASTM D-3550 (Thick Wall, Ring-Lined, Split-Barrel, Drive
Sampling of Soils) with a Modified California Barrel Sampler. The “MC” sampler was driven to a
12-inch depth, as it can only sample a maximum 16-inches of soil. Recovered samples were
sealed in plastic containers or sampling tubes, labeled, and protected for transportation to the
laboratory for testing.
2.2. LABORATORY TESTING
Per the laboratory scope and sample conditions, tests were completed to evaluate the
engineering properties of recovered soil samples. Moisture content and density tests were
completed to determine the existing moisture state and unit weight of subsurface soils.
Unconfined compression tests were completed to determine the shear strengths of undisturbed
cohesive soils. Sieve analysis and P-200 (Percent Passing a #200 Sieve) tests were completed
to determine the particle size distribution of on-site soils. One-dimensional swell and consolidation
testing on select samples to evaluate the swelling and/or collapse potential of on-site soils.
Atterberg limits tests were completed to help classify cohesive samples and determine the soil
plasticity. A corrosion series was performed on a bulk soil sample. Laboratory tests were
conducted in general accordance with current ASTM test procedures. A summary of the
laboratory test results is presented in Appendix C.
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
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SUBSURFACE CONDITIONS
3.1. AREA GEOLOGY
Based on the U.S. Department of Agriculture’s (USDA) Natural Resources Conservation Service
(NRCS) soil survey data (https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx), the
project site appears to consist primarily of Nunn clay loam (1 to 3 percent slopes), which is
comprised of clay loam, clay, loam, and gravelly sandy loam. The composition of the unit is 90-
percent Nunn and similar soils and 10 percent minor components. The soil unit reports bedrock
deeper than 80 inches and is categorized into hydrologic group C with an estimated depth to the
water table of 24 to 36 inches.
Review of Potentially Swelling Soil and Rock in the Front Range Urban Corridor mapping by Hart
(1974), the project site is situated in an area with low to moderate swell potential which Hart notes
includes variable thicknesses of surficial deposits and may have higher swell potential in
underlying bedrock units. Based on our experience in the immediate area, shallow soils and
bedrock predominantly consisting of clay and claystone bedrock are expected to be encountered
with swell potentials ranging from moderate to high. Significant overexcavation or soil remediation
may be necessary at the site to prevent intolerable movement of structures and flatwork during
or after construction.
3.2. TEST BORINGS AND LABORATORY SUMMARY
Based on information obtained from the drilling operations and laboratory testing program, the
general subsurface profile at this site consisted of loose and soft, alluvial clays and clayey sands
overlying medium dense, poorly-graded sands with clay, with weathered claystone encountered
at greater depths. Isolated areas of previously placed fill were encountered near boring B-3.
Soil stratification, as shown on the boring logs, represents soil conditions at the specific boring
locations; however, variations may occur between or beyond the borings. The stratification lines
represent the approximate boundary between soil types, but the actual transition between soil
layers may be gradual. Refer to the Boring Logs presented in Appendix B for specific soil profile
descriptions and remarks.
3.3. SOIL PROPERTIES
Alluvium (CL and SC) – Soft to stiff and very loose to medium dense, yellowish brown to brown, slightly
moist to very moist, lean clay and clayey sand with varying sand and gravel contents.
USCS
Classification
Dry
Density
(pcf)
Moisture
Content
(%)
Saturation
(%)
LL/PI
(%)
Unconfined
Strength (tsf)
(SPT “N”
Values (bpf))
P-200
(% Passing
#200)
CL, SC 86.9 – 110.8 14.7 – 26.3 53.4 – 92.9 42 – 44/
26 – 29
1.0
(2 – 12) 38.0 – 51.6
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
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Alluvium (SP-SC) – Medium dense to very dense, yellowish brown to brown, wet, poorly-graded sand
with clay with varying gravel contents
USCS
Classification
Dry
Density
(pcf)
Moisture
Content
(%)
Saturation
(%)
LL/PI
(%)
Unconfined
Strength (tsf)
(SPT “N”
Values (bpf))
P-200
(% Passing
#200)
SP-SC N/A 10.1 – 12.6 N/A N/A N/A
(11 – 50/5.5”) N/A
N/A = Not Applicable
Weathered Claystone –Very stiff to hard, yellowish brown to bluish gray, wet, weathered claystone with
varying sand contents
USCS
Classification
Dry
Density
(pcf)
Moisture
Content
(%)
Saturation
(%)
LL/PI
(%)
Unconfined
Strength (tsf)
(SPT “N”
Values (bpf))
P-200
(% Passing
#200)
Claystone 98.9 – 111.4 12.5 – 23.6 58.6 – 65.7 38/23 4.1
(28 – 50/1”) N/A
N/A = Not Applicable
3.4. GROUNDWATER SUMMARY
Groundwater was encountered in all 6 borings completed during this exploration. Groundwater
measurements obtained during drilling and immediately after drilling are presented in the following
table:
GROUNDWATER MEASUREMENTS
Boring
No.
Groundwater
depth while
drilling
(ft)
Groundwater
elevation while
drilling
(ft)
Groundwater
depth IAD
(ft)
Groundwater
elevation IAD
(ft)
B-1 8.0 4942.0 7.1 4942.9
B-2 14.0 4936.0 13.7 4936.3
B-3 9.5 4940.5 10.5 4929.5
B-4 7.8 4942.2 7.6 4942.4
B-5 8.0 4942.0 7.8 4942.2
B-6 7.5 4942.5 7.1 4942.9
IAD = Immediately after drilling
It should be noted that groundwater levels (perched or otherwise) typically fluctuate with seasonal
variations in precipitation, runoff, snowmelt, irrigation demands, or other factors that may differ
from those at the time of the drilling operations. Section 4.4 of this report addresses general
groundwater or drainage concerns as applicable to the site design and earthwork as we now
understand them.
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
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3.5. CORROSIVITY OF SOILS
The results of the water-soluble sulfate, pH, chloride, and resistivity testing are summarized as
follows:
LABORATORY CHEMICAL TEST RESULTS
Test/Sample
Location
Sulfate
(mg/L)
Relative Degree of
Sulfate Attack
Chloride
(mg/L) pH Soil Resistivity
(ohm-cm)
B-1 (3 - 6’) 1100 Moderate 204 8.6 462
Laboratory test results from soils within the upper 3 to 6 feet indicate moderate risk of sulfate
attack for concrete exposed to soils on this site. A mechanical/electrical designer, experienced
with local building code requirements and local practice, should review the laboratory test results
presented above and determine if corrosion protection of buried utility lines is required and how it
is to be implemented.
The use of Type V Portland cement, or an equivalent high sulfate resistant cement, is
recommended where sulfate levels are greater than 1,500 parts per million (ppm) or in areas
designated “Severe.” Type II is considered acceptable across areas of the site with sulfate levels
less than 1,500 ppm but greater than 150 ppm or designated “Moderate.” Type I cement is
considered acceptable across areas of the site with sulfate levels less than 150 ppm or designated
“Negligible.” To help control superficial damage in concrete exposed to prolonged moisture or
high groundwater, the water/cement ratio should not exceed 0.50. On-site soils have a moderate
to high rating for corrosion of buried iron pipe. Refer to Appendix C, Summary of Laboratory Test
Results for additional information.
3.6. EVALUATION OF ON-SITE SOILS
Laboratory test results show that the onsite sandy clay soils have a low to moderate expansion
and collapse potential, indicating 0.49 to 3.37 percent swell at inundation pressures of 200 to
1000 psf as shown in the table below. Based on the encountered soil conditions, conventional
shallow spread footings and on-grade concrete floor slabs can be used to support the proposed
structure, if constructed in accordance with the recommendations presented in this report. The
pole sign(s) can be supported on drilled pier or shallow spread foundations if desired following
the recommendations of this report.
LABORATORY SWELL/COLLAPSE TEST RESULTS
Test/Sample
Location Material
In-situ
moisture
(%)
In-situ dry
density
(pcf)
Inundation
pressure
(psf)
Percent swell (+) or
collapse (-)
(%)
Swell
pressure
(psf)
B-2 @ 19.0’ Claystone 15.3 98.9 1000 +0.49 3100
B-5 @ 1.0’ Clayey Sand 14.7 110.8 200 +3.37 4800
B-6 @ 3.5’ Sandy Clay 18.6 86.9 500 +1.01 2000
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
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The magnitude of volume change of the soil depends on various factors including soil
composition, in-situ moisture content, in-situ density, and the change in moisture content. Care
should be taken to prevent as much surface water infiltration into the subsurface materials as
possible to reduce the swell or collapse potential.
The on-site materials are suitable to support shallow building foundations. Bearing soils loosened
at the bottom of the footing excavations should be removed or compacted prior to placement of
structural fill, reinforcing steel, and concrete. Subgrade soils at the base of foundation excavations
should be firm and unyielding. The use of a smooth cutting edge on the excavator bucket will help
reduce subgrade disturbance at the base of foundation trenches.
Based on laboratory testing results from areas sampled during this exploration, the onsite clays
and sandy soils are suitable for reuse as structural fill, provided they are properly moisture
conditioned and compacted as recommended in Section 4.2. An Olsson representative should be
present at the time foundations are excavated to document the soil conditions encountered are
consistent with those identified during this exploration.
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
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SITE PREPARATION
4.1. GENERAL SITE PREPARATION
At the time of drilling, the site was occupied by a gas station/convenience store in the northeast
corner and single-story homes and outbuildings around the remainder of the property. All existing
buildings, structures, and pavements will be razed and removed during the Kum & Go
redevelopment. The demolition contractor should consider leaving the existing pavements in
place during demolition operations to help prevent unnecessary disturbance of or damage to the
existing subgrade soils.
Surface cover also included new and old growth trees and shrubs in unpaved areas. Vegetation,
trees, shrubs, topsoil, pavements, demolition debris, and other deleterious material should be
removed from areas of new construction. Existing vegetation and topsoil should be stripped to a
depth of 6 to 8 inches and removed from the site or stockpiled for later use in landscaped or other
non-loaded areas. Some areas may require stripping to slightly greater depths. Excavations
created during the removal of trees and their root balls should include the removal of roots larger
than 1-inch in diameter. If requested, an Olsson representative can help determine final stripping
depths in areas of concern.
Although our soil borings were completed near existing buildings or structures wherever possible,
the soil conditions directly below these existing features are unknown. Due to existing structures
and limited drill rig access, some borings could not be completed at the locations of future
structures. Although the subsurface soils encountered in our borings were consistent across the
site, the recommendations of this report are based on our anticipation that soil conditions directly
below existing buildings and structures are also similar to those encountered in our widely spaced
borings. Olsson should be notified if differing conditions are encountered during construction.
We recommend that an Olsson representative be present at the time of demolition to observe and
document soil conditions below existing buildings and site features. All foundations, floor slabs,
sign, and utility lines below future Kum & Go structures and pavements should be completely
removed or relocated with the trenches or excavations backfilled with structural fill following the
recommendations of this report. Excavations created during demolition or tree/shrub removal
should be cleaned of debris, unsuitable materials, and loose soils and made wide enough to allow
for proper backfill and compaction. We recommend that field observations and documentation of
moisture contents and compaction be completed by Olsson representatives within all excavations
or trenches at the time of demolition and during backfilling activities.
For this site, we recommend the floor slab be supported by a minimum 36 inches of new structural
fill or 36 inches of on-site native soils prepared as structural fill. To achieve this compacted
structural fill thickness, the building footprint and an area extending 10 feet around the building
Kum & Go #0951 Report of Geotechnical Exploration
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should be overexcavated to a depth of 24 inches below final grade, the resultant subgrade should
then be scarified to a depth of 12 inches and prepared in accordance with this report.
Site clearing, grubbing, and stripping should be completed during periods of dry weather.
Operating heavy equipment on the site during periods of wet weather could result in excessive
pumping and rutting of the subgrade soils. The base of new construction excavations should be
evaluated by an Olsson geotechnical engineer or their authorized representative prior to placing
new fill soils. New structural fill should be placed and compacted in accordance with the
recommendations presented in Section 4.4.
Prior to new structural fill placement, the contractor should scarify the upper 12 inches of resultant
subgrade, moisture condition as necessary, and compact the subgrade soils in accordance with
this report. After the subgrade has been compacted, areas to receive new structural fill should
be proofrolled with a loaded tandem axle dump truck or similar rubber-tired equipment weighing
at least 20 tons. The engineer may also evaluate the surface soils using a hand-operated “T-
Probe” or by dynamic cone penetrometer testing. Proofrolling operations should be observed and
documented by an Olsson field representative. Unstable or unsuitable soils which are revealed
by proofrolling or by T-probe evaluation and which cannot be adequately densified in-place should
be documented, removed, and replaced with new compacted structural fill placed under the
direction of the geotechnical engineer. If unstable subgrade conditions are present, the
geotechnical engineer may include driving multiple, thin lifts of coarse crushed stone, 2- to 3-inch
diameter, into the subgrade. As an alternative, the engineer may also suggest the use of
geosynthetic grid, such as Tensar BX-1100, underlying 6 to 10 inches or more of 1¼-inch minus
crushed stone or crushed recycled concrete. If requested, the geotechnical engineer can help
determine an applicable and cost-effective approach for improving subgrade stability as soil
conditions dictate.
4.2. STRUCTURAL FILL
All imported structural fill soils should be relatively free of organics (less than about 2 percent by
weight) or other deleterious material and should not contain particles larger than 3 inches. Prior
to delivery, laboratory property and swell testing should be completed to document that the
materials meet the requirements of this report for imported structural fill. Continuous monitoring
of laboratory properties and swell results for all imported fill materials will also be required during
the earthwork operations.
Based on the results of our subsurface exploration, the on-site clay and clayey sand alluvial soils
removed from the UST excavation appear suitable to be reused as structural fill at the site. If the
poorly-graded sand are encountered during construction and the contractor desires to use it as
new fill materials, the geotechnical engineer should be contacted. Claystone should not be reused
as fill or backfill on this site.
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East Prospect Road and South Lemay Ave Fort Collins, Colorado
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Imported fill materials, if required, should be low plasticity, non- or low-expansive, cohesive
material with a liquid limit less than 45, a plasticity index less than 25, having at least 25 percent
passing the #200 sieve, and having a maximum swell potential of 1.0 percent. If alternate borrow
materials are considered, we recommend the contractor provide supplier gradation and/or
laboratory plasticity and swell documentation to Olsson for review and approval prior to site
delivery. Additional laboratory testing and documentation by Olsson geotechnical engineers will
be required prior to the consideration or acceptance of imported fill materials.
Suitable fill materials should be placed in thin lifts. Lift thickness depends on the type of
compaction equipment, but in general, lifts of 4 to 8-inch loose measurement are recommended.
Soils should be compacted using equipment of appropriate size and type to achieve the
requirements of this report. . A self-propelled, smooth drum roller is generally recommended for
compacting cohesionless soils while a self-propelled, vibratory sheepfoot roller is generally
recommended for compacting cohesive soils. A loose lift thickness of 6 inches is suggested for
compaction procedures. Wheel rolling using rubber-tired equipment is not an acceptable method
of compaction and should not be allowed. Within small excavations, such as in footing trenches,
utility trenches, or around manholes, “Wacker-Packers” or “Rammax” compactors for cohesive
soils or vibrating plate compactors for granular soils (where allowed by the geotechnical engineer)
can be used to achieve the specified compaction. Lift thicknesses should be reduced to 4 inches
in small fill areas requiring hand-operated equipment. To achieve proper compaction of granular
cushion materials, the stone should have the individual stone facets properly oriented using a
plate compactor, jumping jack, or other vibratory compaction device.
During grading operations, representative samples of general and structural fill materials should
be initially and periodically checked via laboratory property to document that the previously
mentioned soil parameters are maintained. A full-time Olsson representative should be on-site
during all earthwork operations to observe and monitor the excavation and grading operations
and perform field density tests and obtain samples for laboratory swell testing to document that
the specified moisture and compaction requirements are being achieved and that swell limits are
being maintained.
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FILL PLACEMENT/COMPACTION GUIDELINES
Areas of Fill Placement
Minimum Compaction
(ASTM D698
Standard Proctor)
Moisture Content
(Percent of Optimum)
Structural Fill – On-site or imported soils placed
below and within 10 feet of the building, structures,
or pavements
95%
-2 to +2 percent for
approved cohesionless
soils
Or
-1 to +3 percent for
non-
expansive, approved
cohesive fill soil
Floor Slab Subgrade – Structural fill placed below
the building floor slab or below the granular cushion
layer, if utilized.
95%
Utility Trenches – Cohesive structural fill soils
placed within new utility trenches 95%
Granular Cushion Layer – Beneath floor slab N/A*
Pavement Subgrade – Imported structural fill soils
below areas of new pavement 95%
Sidewalk Subgrade – Below grade-supported
sidewalks 95%
Non-Structural Fill – Beneath non-loaded
landscape/grass areas 92%
*Visual observation of compactive effort by the geotechnical engineer
The moisture content for imported fill soils at the time of compaction should generally be
maintained between the ranges specified above. More stringent moisture limits may be necessary
with certain soils, and some adjustments to moisture contents may be necessary to achieve
compaction in accordance with project specifications.
4.3. UTILITIES
New underground utilities should be installed in accordance with local building codes. Utility
trench backfill should consist of compacted structural fill placed in accordance with Section 4.2 of
this report. Where utilities will penetrate the footprint of the building, it is recommended that a
utility trench “plug” be constructed that extends at least 5 feet beyond the building perimeter. The
trench plug should consist of non-expansive backfill materials having at least 50 percent passing
the #200 sieve, to provide a moisture barrier to the soils within the influence zone of the new
building. In addition, flexible connections should be used wherever possible.
Granular pipe bedding for new utilities is acceptable, but the remaining trench should be
backfilled, placed, and compacted as structural fill using acceptable native soils originally
removed from the trench or approved imported soils. Water should be prevented from entering
utility trenches before, during, and after construction. Excavations should not remain open if rain
is anticipated. Excavations should be backfilled as soon as possible with approved structural fill
to reduce the potential for moisture infiltration or sidewall sloughing.
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4.4. DRAINAGE AND GROUNDWATER CONSIDERATIONS
Groundwater was encountered in all borings at depths ranging from 7.1 to 14.0 feet during this
exploration. Considering these depths, groundwater or saturated soil conditions are not
anticipated to impact site grading, earthwork, shallow building construction, or shallow utility
installation. However, groundwater should be anticipated during the installation of drilled shaft
foundations, the removal of existing UST’s, and the installation of new UST’s.
Water should not be allowed to collect near foundations, floor slabs, or in areas of new pavements,
either during or after construction. As applicable, provisions should be made to quickly remove
accumulating seepage water or storm water runoff from excavations. Undercut or excavated
areas should be sloped toward one corner to allow rainwater or surface runoff to be quickly
collected and gravity drained or pumped from construction areas. Subgrade soils that are exposed
to precipitation or runoff should be evaluated by the geotechnical engineer prior to the placement
of new fill, reinforcing steel, or concrete, to determine if corrective action is required.
To minimize concerns related to improper or inadequate drainage away from foundation bearing
subgrades or from cohesive backfill materials used in utility or foundation trenches, we provide
the following general recommendations:
· Site grading should provide efficient drainage of rainfall or surface runoff away from new
structures and pavements.
· Roof drains from the new building and canopy should be collected and discharged directly
to the storm sewer or directed to a down gradient location away from structures and
pavements.
· External hose connections in unpaved areas should incorporate splash blocks to prevent
localized flooding of foundation bearing or backfill soils. External hose connections should
have cut-off valves inside the building to prevent accidental or unauthorized use.
· Maintenance personnel should be informed of the potential concerns associated with
excessive watering near the building.
Relative uncertainty exists with short interval groundwater measurements, and groundwater may
fluccuate seasonally or with precipitation events. If surface runoff or groundwater are
encountered, the contractor should be prepared for localized dewatering and pumping techniques
to remove water from excavations. The design, operation, and maintenance of the dewatering
system during construction is the responsibility of the contractor.
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4.5. CONSTRUCTION EQUIPMENT MOBILITY
On-site or imported soils may be susceptible to softening under construction equipment traffic
during periods of wet weather. Reducing equipment mobility problems and managing soft surface
soils will be dependent on the severity of the circumstances, the soil types, the season in which
construction is performed, and prevailing weather conditions.
Some general guidelines for reducing equipment mobility problems and addressing potential soft
and wet surface soils are as follows:
· Optimize surface water drainage at the site during construction.
· Whenever possible, wait for dry weather conditions to prevail and do not operate
construction equipment on the site during wet conditions. Rutting the surface soils will
aggravate the condition and accelerate subgrade disturbance.
· Disk or scarify wet surface soils during periods of favorable weather to accelerate drying.
Temporarily compact loose subgrade soils if rain is forecast to promote site drainage and
reduce moisture infiltration.
· Use construction equipment that is well-suited for the intended job under the existing site
conditions. Heavy rubber-tired equipment typically requires better site conditions than
light, track-mounted equipment.
· Implement a construction schedule that realistically allows for rain days. Pressure to
perform earthwork under a tight schedule is frequently counterproductive.
If requested, Olsson can help determine a cost-effective approach for stabilizing unsuitable soils
based on actual site conditions at the time of construction.
4.6. TEMPORARY SLOPES AND EXCAVATIONS
Construction site safety is the responsibility of the general contractor. The contractor shall also
be solely responsible for the means, methods, techniques, sequencing, and operations during
construction. Olsson is providing the following information solely as a service to EES. Under no
circumstances should Olsson’s provision of the following information be construed to mean that
we are assuming responsibility for construction site safety or the contractor’s activities. Such
responsibility is not implied and should not be inferred.
The contractor should be aware that slope height, slope inclination, and excavation depths
(including utility trench excavations) should in no case exceed those specified in local, state, or
federal safety regulations, e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part
1926, or successor regulations. Such regulations are strictly enforced, and if not followed, the
owner, the contractor, or earthwork or utility subcontractors could be liable for substantial
Kum & Go #0951 Report of Geotechnical Exploration
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penalties. The contractor is responsible for reviewing this geotechnical report, determining the
appropriate OSHA slope criteria for the soil conditions encountered, and implementing it during
construction. Soils encountered in construction excavations may vary significantly across the site.
Our preliminary soil classifications are based solely on the materials encountered in the widely
spaced borings. The contractor should verify that similar soil conditions exist throughout the
proposed areas of excavation. If different subsurface conditions are encountered at the time of
construction, Olsson recommends that they be contacted to re-evaluate existing site conditions.
Temporary slopes steeper than 5H:1V should be properly benched prior to placement of new fill.
As an alternative to flatter and benched temporary slopes, vertical excavations can be temporarily
shored. The contractor should be responsible for the design of temporary shoring in accordance
with applicable regulatory requirements. Permanent fill and cut slopes at the site should not
exceed 3H:1V. Where steeper slopes are planned, additional analysis should be performed once
grading plans have been developed.
Stockpiles of soils and equipment should not be placed within a horizontal distance equal to one-
half the excavation depth, from the edge of the excavation. A professional engineer should design
excavations deeper than 20 feet.
If excavations, including utility trenches, are extended to depths of more than 20 feet, OSHA
requires that the side slopes of such excavations be designed by a professional engineer
registered in the state where construction is occurring.
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BUILDINGS AND STRUCTURES
5.1. SHALLOW FOUNDATION DESIGN
The native soils appear suitable for supporting the lightly loaded Kum & Go building on
conventional shallow foundations. Boring B-2 was potholed to a depth of 5 feet and backfilled with
pea gravel by another contractor prior to Olsson’s arrival on-site. The lateral extents of the
potholed area are unknown. Although this pothole location may be outside the footprint of the
future Kum & Go building, we recommend this dissimilar backfill material be completely removed
and replaced with compacted structural fill following the recommendations of this report. The base
of the foundation excavations should be observed and documented to be suitable to provide a
stable and uniform bearing surface by a geotechnical engineer or authorized representative.
Shallow spread or trench type foundations bearing on new structural fill or native soils prepared
as structural fill may be designed using a net allowable soil bearing pressure of up to 2,500 pounds
per square foot (psf). The net allowable bearing capacity can be increased by 1/3 for transient
loadings (short term loading such as wind load or seismic load) when used with the alternative
basic load combinations of Section 1605.3.2 of IBC 2015. These design recommendations are
based on the anticipated maximum structural loads noted in Section 1.3 of this report.
Bearing soils loosened at the bottom of the footing excavations should be removed or compacted
prior to placement of structural fill, reinforcing steel, and concrete. Subgrade soils at the base of
foundation excavations should be firm and unyielding. The use of a smooth cutting edge on the
excavation bucket will help reduce subgrade disturbance at the base of foundation trenches.
Building footings should have minimum dimensions in accordance with local building codes.
Olsson recommends minimum dimensions of 18 inches for continuous footings and 24 inches for
isolated column footings to minimize the potential for localized bearing failure. Perimeter footings
and footings in unheated areas should bear at a minimum depth of 30 inches below the lowest
adjacent final ground surface for frost protection per Larimer County requirements. As long as
subgrade soils and foundation bearing conditions meet, or have been prepared to meet, the
recommendations of this report, interior footings in heated areas can bear as shallow as
necessary below the floor slab or below the granular cushion layer unless this recommendation
is superseded by the design engineer or City or County regulations.
Prepared foundation subgrades should still be observed by an Olsson geotechnical engineer or
his/her authorized field representative prior to placing reinforcing steel or concrete to document
that the subgrade soils and conditions are consistent with the bearing subgrade requirements of
this report.
The total post-construction movement for the new Kum & Go building with foundations less than
5 feet wide, designed and constructed as recommended above is anticipated to be less than 1-
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inch with differential movement limited to less than ½-inch over 50 feet or between adjacent
columns. To reduce the effects of differential settlement, floating floor slabs with expansion joints,
independent from wall and column loads, will be important in minimizing the potential cracking
that can occur along and around foundation systems. Floor slab control joints should be used to
reduce potential damage due to shrinkage cracks.
Lateral resistance of the foundations will be achieved through a combination of base shear
resistance mobilized at the footing-subgrade interface and passive earth pressure acting on the
vertical faces of the footings at right angles to the direction of applied load. A friction coefficient
value of 0.4 can be used between the native soil or structural fill and the foundation concrete for
base shear and sliding resistance. Passive earth pressure resistance can be calculated using
parameters provided in Section 5.6. For foundations subjected to both uplift and lateral forces,
the base friction should be neglected in the calculations.
The uplift resistance for the shallow foundation is developed by the dead load at the footing, and
the weight of the soil directly above the footing. The weight of the soil can be calculated using a
unit weight of 115 pcf and the volume of a prismatic failure block with vertical faces above the
footing edges.
After foundation subgrades have been observed and evaluated by an Olsson representative,
concrete should be placed as soon as possible to avoid subjecting the exposed soils to drying,
wetting, or freezing conditions. If foundation subgrade soils are subjected to such conditions, the
geotechnical engineer should be contacted to reevaluate the foundation bearing materials. It will
not be acceptable for the contractor to place lean concrete, flowable fill, or other types of “mud
mat” below shallow foundations unless specifically directed by the geotechnical engineer.
5.2. MONUMENT SIGN/DEEP FOUNDATION DESIGN
Based on the results of our exploration, the native soils appear to be suitable for the support of
shallow foundations if they are selected for the monument sign in the northeast corner of the site.
Based on our exploration, the shallow foundations would bear in the alluvial lean clay with varying
sand contents. The upper 12 inches of subgrade at the bottom of the excavation should be
moisture conditioned and recompacted to 95% of the materials standard proctor maximum dry
density to provide a stable and uniform bearing surface. Shallow spread or trench type
foundations bearing on new structural fill, native soils prepared as structural fill may be designed
using a net allowable soil bearing pressure of up to 2,500 pounds per square foot (psf).
The following L-pile parameters can be utilized if drilled shaft foundations are chosen for the
monument sign. Considering the soil conditions anticipated near a future pole sign, borings for
drilled shaft foundations should stand unsupported during installation. If designing a drilled shaft
foundation for a pole sign using LPILE v2012 by Ensoft Inc., the following parameters are
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applicable. The deep foundation design parameters are based on the results of the laboratory
testing program and soil information from boring B-2.
· Olsson recommends that the drilled shaft foundation be a minimum of 18 inches in
diameter, end bear at a minimum depth of 18 feet on or within the hard weathered
claystone formation and be designed in accordance with the soil parameters provided
below. We recommend the drilled shaft foundations be designed using a minimum factor
of safety of 2 for both side friction and end bearing. The final shaft diameter and tip depth
should be determined and provided by the structural engineer or sign manufacturer based
on their review of this report and the soil conditions encountered at the time of installation.
L-PILE PARAMETERS FOR DRILLED SHAFT DESIGN (BORING B-2)
Soil Type
Approximate
Formation
Depths
(ft)
Ultimate
Skin Friction
(no FS)
(psf)
Ultimate End
Bearing
(no FS)
(psf)
Static
Lateral
Modulus
K (pci)
Strain
Factor
E50
Stiff, lean clay backfill
(CL) (Frost Zone)* 0 – 2.5 N/A N/A N/A N/A
Stiff, lean clay backfill
(CL)* 2.5 – 5.0 750 N/A 100 0.01
Firm, lean clay alluvium
(CL) 5.0 – 9.7 400 N/A 30 0.02
Medium dense, poorly-
graded sand with clay
alluvium (SP-SC)
9.7 – 18.0 1,500 N/A 60 0.007
Hard, weathered
claystone 18.0 – 24.3 2,500 15,000 2,000 0.004
N/A = Not Applicable
*Assuming original pea gravel is removed and replaced as recommended in the report.
· An uplift capacity equal to 75 percent of the allowable skin friction resistance can be used
in combination with the overall pile weight for the design of a steel reinforced pile and uplift
calculations. The structural capacity of the pile should be determined using applicable
building codes.
· Drilled shafts required to resist uplift forces must be reinforced over their entire length. It
is common for drilled shaft foundations to be designed with sufficient reinforcing steel to
accommodate incidental bending moments and transient lateral loads. Typically, the
reinforcing steel area requirement is equal to about 1 percent of the pile cross-sectional
area. A distance equal to the pile diameter should be neglected at the base of the drilled
shaft for side friction calculations to account for the side friction and end bearing interaction
that occurs at the tip of the shaft.
· Construction specifications for drilled shafts should include a concrete mix designed to
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limit bleeding of installed piles and the pile contractor’s responsibility to increase individual
or group pile lengths or the installation of additional piles to compensate for any soil
disturbance created by the contractors mean and methods during construction. The
concrete or grout mix, at a minimum, should be designed to achieve a 28-day compressive
strength of 4,000 psi.
· The use of water to aid in drilling the shaft is not allowed.
· An Olsson field technician should be on site to observe and document the shaft boring as
it is drilled and during concrete and reinforcing steel placement.
· The base of the drilled shaft should be clean and free of debris or loose soil prior to placing
concrete or reinforcing steel. Concrete for the pile foundation should be placed promptly
to reduce exposing the subsoils to rain, surface runoff, or drying conditions. If foundation
bearing soils are subjected to such conditions, the soils should be reevaluated by an
Olsson representative prior to reinforcing steel or concrete placement.
· Soil conditions at the time of drilling indicated that boring sidewalls should stand
unsupported during drilled shaft installation. Contractors should carefully review this
geotechnical report and evaluate their means and methods accordingly based on their
experience with local soils and subsurface conditions.
· We recommend that concrete for drilled shaft foundations have a slump of 5 to 7 inches
at the time of placement. A bottom dump hopper or tremie pipe could be considered to
prevent concrete from contacting the boring sidewall and potential aggregate segregation.
If encountered, surface runoff or groundwater at the bottom of the shaft boring should be
removed by pumping prior to concrete grout placement.
5.3. SEISMIC CLASSIFICATION
Per the International Building Code (IBC), soils within the upper 100 feet determine the seismic
structural design criteria for the project site. The soil shear strengths and blow counts (N values)
were estimated based on the results of the laboratory testing program, field exploration, and the
assumed soil properties on the undocumented soils below the lowest boring. For this project site,
we recommend using a Site Class D (stiff soil profile) in accordance with 2015 IBC. This
recommendation is based on the soil conditions encountered in the borings during the exploration
and our assumption that the encountered soils continue beyond the drilled depth to the full 100
feet. A seismic survey to 100 feet depth could be performed if the design engineers require a
more site-specific seismic classification.
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5.4. FLOOR SLAB DESIGN
A concrete slab-on-grade floor system appears feasible for the future Kum & Go building if
supported by a specific thickness of compacted structural fill. For this site, we recommend the
floor slab be supported by a minimum 36 inches of new structural fill or 36 inches of on-site native
soils prepared as structural fill. To achieve this compacted structural fill thickness, the building
footprint and an area extending 10 feet around the building should be overexcavated to a depth
of 24 inches below final grade, the resultant subgrade should then be scarified to a depth of 12
inches, moisture conditioned as necessary, and compacted to a minimum 95% of the materials
Standard Proctor maximum dry density per Sections 4.1 and 4.2. The typical 4-inch granular
cushion thickness provided below Kum & Go floor slabs is not to be included in the 36-inch
compacted structural fill thickness.
We recommend a free draining, 4-inch thick granular leveling and drainage course consisting of
No. 57 stone meeting ASTM C-33 specifications, or equivalent, be installed beneath the concrete
floor slab above the newly placed structural fill for uniform support and to act as a capillary break.
Additionally, the floor slab subgrade should be evaluated by proofrolling (if feasible) with an
Olsson representative present, during the site grading or earthwork stages. If unstable soils are
encountered which cannot be adequately densified in place, these soils should be removed and
replaced with structural fill in accordance with the recommendations of this report.
Lightly loaded interior partition walls (applying less than 0.75 klf) may be supported directly on the
slab on grade floor. Although depending on the floor slab design and the specific wall loads, it
may be appropriate to increase the floor slab reinforcement or provide a thickened slab cross
section below interior walls. For interior walls with loads greater than 0.75 klf, Olsson recommends
that a footing be installed, independent from the floor slab, to properly distribute the wall loads to
the underlying soil and reduce the potential for floor slab damage. If these recommendations are
followed and the subgrade soils are prepared and compacted as recommended, the building floor
slab may be designed using a subgrade modulus (“k” value) of 110 psi/in.
Based on our experience with other Kum & Go projects, it may be appropriate to provide a sealed
polyethylene vapor barrier between the new floor slab and granular drainage materials to reduce
moisture infiltration. The decision to place a vapor barrier in direct contact with the slab or beneath
the layer of granular fill should be made by the design engineer after considering the moisture
sensitivity of new flooring materials or finishes and installed per the current American Concrete
Institute standards and recommendations.
Slab performance is greatly dependent on the amount of moisture introduced to the underlying
soils, which could result in excessive movement causing uneven slabs and cracking. Proper
subgrade preparation and surface grading will help to reduce water infiltration into the prepared
and documented structural fill soils.
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5.5. EXTERIOR SLABS AND SIDEWALKS
Considering the encountered conditions during our exploration below and around the building
footprint, the standard Kum & Go “turn-down” design for approach and entrance slabs should be
appropriate. The standard Kum & Go design for exterior sidewalks adjacent to the building
includes 12 inches of compacted crushed aggregate directly below the slabs. Refer to the
applicable Kum & Go construction or design drawings for specific details. To minimize future
moisture accumulation within this granular layer, providing a panel or trench drain extending to a
gravity discharge point away from the building or pavements could be considered. At a minimum,
we recommend regularly scheduled crack and joint sealing between slabs, pavements, and the
building to reduce potential moisture infiltration.
Olsson recommends that new sidewalks located away from the Kum & Go building be supported
by a minimum 24 inches of compacted subgrade soil. This recommendation can be achieved by
placing 12 inches of documented compacted structural fill or native soils prepared as structural
fill over 12 inches of scarified, moisture conditioned, and compacted native soils within the
sidewalk subgrade, moisture conditioning as necessary, and compacting to a minimum 95 percent
of the materials Standard Proctor maximum dry density at the applicable materials moisture
content provided in Section 4.2.
Prepared subgrades should extend a minimum of 1-foot beyond each edge of sidewalk, where
feasible. Improper subgrade preparation such as inadequate vegetation removal, failure to identify
soft or unstable areas, and inadequate or improper compaction can also produce non-uniform
subgrade support and cause unacceptable post-construction movement. Additionally, subgrade
soils consisting of clay, including the native soils encountered on site, could be frost susceptible.
If these soils become very moist or saturated and freeze, slab heaving is possible. Positive
grading to direct surface drainage away from sidewalks will help limit the potential for moisture
infiltration of slab subgrade soils and subsequent frost related heaving. At a minimum, we
recommend regularly scheduled crack and joint sealing between slabs, pavements, and the
building to reduce potential moisture infiltration.
5.6. LATERAL EARTH PRESSURES
The following soil parameters are provided for use in designing foundation or below grade
retaining walls which are subjected to lateral earth pressures. The maximum toe pressure for
below grade walls should not exceed the bearing capacity recommended in this report for shallow
spread foundations. The parameters are based on the understanding that retained soils will be
similar in composition to the on-site soils encountered during this exploration. The effects of lateral
earth pressure should be considered during selection of the underground fuel tank.
Walls which are rigidly restrained at the top and are essentially unable to deflect or rotate should
be designed for “at rest” earth pressure conditions. Walls that are unrestrained at the top and are
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free to deflect or rotate slightly may be designed for “active” earth pressure conditions. The
“passive” earth pressure condition should be used to evaluate the resistance of soil to lateral
loads. Equivalent fluid densities are provided in the table below, which are frequently used for the
calculation of lateral earth pressures for the “at rest” and “active” conditions. The equivalent fluid
densities below do not include the effects of surcharge loading.
EARTH PRESSURE PARAMETERS
Condition Soil Type
Equivalent Fluid Density*
Moist Condition Saturated Condition**
Active (Ka)
Low plasticity cohesive materials 45 pcf 85 pcf
Cohesionless granular materials 40 pcf 80 pcf
At Rest (K0)
Low plasticity cohesive materials 65 pcf 95 pcf
Cohesionless granular materials 60 pcf 90 pcf
Passive (Kp)
Low plasticity cohesive materials 345 pcf 235 pcf
Cohesionless granular materials 400 pcf 265 pcf
* Assumed level backfill.
**Saturated equivalent fluid density values include hydrostatic pressure. Value would need to be adjusted if water is
above ground surface.
These design recommendations are based on the following assumptions:
· For active earth pressure, the wall must rotate about its base, with top lateral movements
0.002 Z to 0.004 Z (granular) or 0.010 Z to 0.020 Z (clays), where Z is wall height. This is
necessary to allow the active condition to develop.
· For passive earth pressure, the wall must rotate about its base, with top lateral movements
0.020 Z to 0.060 Z (granular) or 0.020 Z to 0.040 Z (clays), where Z is wall height. This is
necessary to allow the passive condition to develop.
· Drained condition requires the walls have a permanent drainage system behind the wall
that will prevent hydrostatic pressure from developing. Moisture collected in the drain
system should be collected in a sump pit and pumped away from the structure or daylight
to a location that will gravity drain. If permanent drainage is not provided, undrained
condition should be used for design.
· The soil parameters provided above assume the backfill is level with the top of the wall. If
a sloping backfill is utilized, the parameters will need to be reevaluated. In addition to a
sloping backfill, the walls should be designed to resist surcharge loads, including nearby
shallow foundations or other concentrated load components and traffic loads. Passive
pressures are typically lower if the ground surface slopes downward away from the face
of the wall.
· Passive resistance against horizontal movement within frost zone should be ignored.
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· Backfill soils placed within the height of the retained wall should consist of well compacted
selected granular soils or low-plasticity non-expansive cohesive soils. The cohesive soils
should be tested to verify these soils can achieve a minimum friction angle of 28 degrees
and a unit weight of 125 pcf. Backfilled granular materials should have a minimum friction
angle of 32 degrees and a unit weight of 125 pcf. For the values to be valid, the backfill
must extend out from the base of the wall at an angle of at least 45 and 60 degrees from
vertical for the active and passive cases, respectively.
· Uniform surcharge, heavy equipment and other concentrated load components are not
included.
· Factor of safety is not included. The designer should use appropriate factors of safety for
design.
· To calculate the resistance to sliding on native soil, a coefficient of friction value of 0.40
should be used where the footing is supported by engineer-approved bearing soil
consisting of sandy clay soils or similar structural fill. A factor of safety of at least 1.5 should
be applied to sliding calculations for the overall wall design.
5.7. UST EXCAVATION AREAS – EXISTING
We understand one or more UST’s may still be present near the former gas station/convenience
store at the northeast corner of the site. If still present, we understand these UST’s will be removed
per State of Colorado guidelines.
Typically, when UST’s are removed, the remaining backfill materials are poorly compacted and
will require either complete removal and replacement or partial removal, rework, and replacement
with compacted structural fill. Considering the location of the existing UST’s, a portion of the
future Kum & Go building foundations may extend directly over or very near the old UST
excavation. Proper backfilling of the old UST excavation will be required to provide adequate
support for the future building foundations, floor slab, and adjacent pavements.
Option 1
This option does involve some risk of future building movement, but if the procedures provided in
this report are followed and documented, the risk of future building movement should be controlled
to tolerable structural limits. Additional field observation and documentation by Olsson engineers
at the time of the UST removal is recommended to determine if the soil, backfill, and groundwater
assumptions in this report are consistent with those encountered at the time of
removal/construction.
Depending on the extent of the old UST excavation relative to the new building foundations and
groundwater elevation at the time of removal, it may be feasible to remove groundwater within
the excavation to a minimum depth of 8 feet below FFE. The use of one or more sump pits and
automatic pumps should be suitable for maintaining a dry working area within the UST excavation.
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After the groundwater is removed, the existing backfill materials should be removed to a minimum
depth of 6 feet below FFE, or 3 feet below the base of new foundation elevations. At this elevation,
the contractor should utilize a backhoe mounted, heavy duty vibro-plate compactor to thoroughly
densify the pea gravel backfill remaining in the excavation. Groundwater must be maintained a
minimum of 2 feet below the base of the compacted pea gravel surface during the initial
compactive effort. An Olsson geotechnical engineer must be present during the UST removal and
backfilling operations to document that the recommendations of this report are achieved.
After approval from the Olsson engineer is received, the contractor should then place a single
layer of Tensar BX1200 geogrid across the entire compacted pea gravel surface and extend it a
minimum 18 inches up the excavation sidewalls on all sides. The contractor should then place a
uniform 6-inch lift of well graded, 1½-inch minus crushed limestone into the excavation and
compact it using the backhoe mounted vibro-plate or the heavy duty, hand operated vibro-plate
compactor. No specific in-situ compacted density of the crushed aggregate is required at this
time, although an Olsson geotechnical engineer must be present to observe and document that
adequate compactive effort was provided by the contractor. A second 6-inch lift of crushed
aggregates should then be placed following the same procedures. Assuming a safe excavation
for our field technicians is provided, field compaction and documentation of the crushed
aggregates should begin for each subsequent 12-inches (2 compacted 6-inch lifts) of compacted
aggregate. We recommend the crushed aggregates be compacted to a minimum 98% of the
materials maximum Standard Proctor dry density.
These backfilling and compaction processes should continue until the base of the excavation
reaches an elevation 18 inches below the base of the Kum & Go building foundation. An additional
layer of Tensar geogrid should be placed followed by subsequent 6-inch lifts of compacted
aggregates up to the base of foundation elevation. At this elevation, the contractor could consider
switching to cohesive backfill materials up to design grade which will help prevent future moisture
infiltration into the old UST excavation and allow the use of conventional trench foundations for
the new building. Compaction testing and documentation of all new cohesive structural fill
materials on a full-time basis by an Olsson geotechnical representative or his authorized
representative, following the recommendations of this report, are required below and around the
future Kum & Go building and pavements.
Unless environmental limitations prevent the reuse of excavated UST backfill materials, they may
be suitable for reuse as backfill during the installation of the new UST’s. Likewise, some materials
excavated from the new UST location may be suitable for reuse as backfill within the old UST
excavation.
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
020-28830 24
Option 2
Option 2 involves complete removal of the existing surface materials and pea gravel backfill from
the old UST excavation and replacing it with full-depth structural fill following the
recommendations of this report. Considering the potential shallow groundwater elevation,
crushed aggregates may be used as backfill for the old UST as long as the base of excavation
elevation remains at least 2 feet higher than the current groundwater elevation during placement.
Above groundwater elevation, cohesive structural fill can be moisture conditioned, placed, and
compacted following the recommendations of this report. If Option 2, full-depth backfill removal
and replacement, is considered, future structure settlement will be controlled to typical Kum & Go
building limits.
5.8. UNDERGROUND FUEL TANKS - NEW
Due to site conditions, a geotechnical boring could not be completed in the location of the future
USTs. The subsurface soils in the borings completed during this exploration appeared to be
consistent, so for the purpose of this report Olsson assumed the subsurface conditions in the UST
location will be similar to the soils in B-5 and B-6. Olsson should be notified if differing conditions
are encountered during construction.
Based on the sandy soils that were encountered within the borings, shoring or benching within
the proposed UST excavation should be anticipated to protect the roads, adjacent utilities, or
adjacent properties from disturbance or loss of support during excavation or backfilling operations.
The native soils appear suitable to support the USTs and associated components. Based on our
laboratory results, clay and clayey sand alluvial soils removed from the UST excavation appear
suitable to be reused as structural fill at the site. If the poorly-graded sand are encountered during
UST installation and the contractor desires to use it as new fill materials, the geotechnical
engineer should be contacted. Claystone should not be reused as fill or backfill on this site.
· Excavated native soils and the overlying imported structural fill materials should be
replaced with approved backfill of proper size and gradation. Granular backfill materials
should meet ASTM C-33 requirements for quality and soundness.
· Backfill suppliers should provide sieve analysis documentation that the materials meet
these requirements.
· Backfill materials should be kept dry and free of ice or snow in freezing conditions.
Typical backfill material for new fuel tank installation consists of free-draining naturally rounded
aggregates (pea gravel) with a maximum ¾-inch particle size and no more than 5 percent passing
a #8 sieve. Crushed and washed stone with a maximum angular particle size of ½ inches and no
more than 5 percent passing the #8 sieve can also be used. If material which meets these typical
specifications is not locally available, the tank manufacturer should be contacted for information
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
020-28830 25
or approval of alternate materials and installation instructions.
Tank backfill materials should be compacted carefully to prevent tank damage; however, if new
pavements will cover the backfill materials, adequate compactive efforts must be applied to
prevent future settlement and pavement damage. If new pavements will be placed over the new
underground fuel tanks, we recommend that the backfill be compacted to a minimum 95 percent
of the materials Standard Proctor (ASTM D-698) maximum dry density.
These backfill recommendations are provided as a general guideline for underground fuel tank
applications. They are not intended to supersede the material recommendations or installation
requirements of a specific tank manufacturer. We recommend that the manufacturer’s
recommendations be reviewed and followed, as appropriate, for the surface covering proposed,
the tank type selected, and the site conditions anticipated by the installation contractor. In
addition, since the UST is close to an overhead canopy, the excavations for the UST will affect
the canopy and vice versa; therefore, the UST installation contractor and the canopy contractor
should coordinate their excavation and construction activities.
Groundwater was encountered in all 6 borings during our exploration. Consequently, groundwater
or saturated soil conditions should be anticipated during site grading, earthwork, or construction
of the shallow building foundations, underground fuel tanks, utilities, or drilled shaft foundations.
If free water is encountered during the tank excavation and subgrade preparation, the contractor
should follow an applicable local and state dewatering plan.
The installation contractor is responsible for the design of shoring or benching of excavation
sidewalls as applicable for his selected means and methods. The native soils encountered across
a majority of the site included clayey sand and poorly graded sand with clay at depths typically
extending to the termination depths. Five of our geotechnical borings caved immediately following
drilling, indicating excavation sidewalls may potentially be unstable and could cave in during UST
installation. The excavation and UST installation contractor should be aware of this. The
contractor should review this report thoroughly and determine if shoring or benching of the
excavation sidewalls are applicable and select his means and methods accordingly.
PAVEMENTS
6.1. PAVEMENT SUBGRADE PREPARATION
It is important that pavement subgrade support be relatively uniform, with no abrupt changes in
the degree of support. Non-uniform pavement support can occur at the transition from cut to fill
areas, as a result of varying soil moisture contents or soil types, or where improperly placed utility
backfill has been placed across or through areas to be paved. Improper subgrade preparation
such as inadequate vegetation removal, failure to identify soft or unstable areas by proofrolling,
and inadequate or improper compaction can also produce non-uniform subgrade support.
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
020-28830 26
We recommend that pavements be supported by a minimum 24 inches of new structural fill or 24
inches of on-site native soils prepared as structural fill. To achieve this compacted structural fill
thickness, the subgrade should be overexcavated to a depth of 12 inches below final grade, the
resultant subgrade should then be scarified to a depth of 12 inches, moisture conditioned as
necessary, and compacted to a minimum 95% of the materials Standard Proctor maximum dry
density per Sections 4.1 and 4.2. Pavement subgrade moisture content at the time of compaction
should be maintained between -1 and +3 percent of optimum for cohesive soils or between -2 and
+2 percent of optimum for non-cohesive soils. The range of acceptable moisture contents for
imported fill materials should be determined during laboratory Proctor testing of specific supplier
delivered materials prior to earthwork.
The final pavement subgrade should be tested for compaction and proofrolled immediately prior
to pavement placement to detect localized areas of instability. Unsuitable or unstable areas
should be reworked as necessary to provide a uniform, moisture conditioned, and compacted
subgrade.
If soft areas are identified during the subgrade preparation or if the subgrade soils have been
exposed to adverse weather conditions, frost, excessive construction traffic, standing water, or
similar conditions, the geotechnical engineer or his authorized field representative should be
consulted to determine if corrective action is necessary. Proofrolling operations are not
recommended in areas of new underground fuel tanks, fuel delivery lines, or underground utilities.
It is recommended the prepared subgrades extend a minimum of 2 feet outside the pavements,
where feasible. A representative of the geotechnical engineer should be present during final
subgrade preparation to observe, document, and test compaction of the materials at the time of
placement or rework. As recommended for all prepared soil subgrades, Olsson recommends that
heavy, repetitive construction traffic be controlled, especially during periods of wet weather, to
minimize disturbance.
The final grades across this site should account for some post construction movement of exterior
pavements due to moisture related shrink/swell or freeze/thaw cycles. To minimize this
movement, it is recommended that the paved areas be designed with the maximum grades
practical to further reduce the potential for ponding water. Our estimation of total movement is
dependent on the grading plan incorporating positive drainage to reduce surface water infiltration
of pavement subgrades. To increase pavement life and reduce the potential for heaving, a
pavement maintenance program is recommended to regularly clean out and seal control joints
and cracks that may develop.
6.2. PAVEMENT DESIGN – SITE PARKING AND DRIVE AREAS
For Kum & Go stores, the daily traffic is relatively consistent and predictable, and primarily
consists of passenger cars, beverage, food, and fuel delivery trucks, and trash trucks. Based on
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
020-28830 27
the information provided by Kum & Go, the traffic volume for standard duty consists of 1,250
passenger cars and pickups per day, four (4) 3-axle, single-unit, delivery trucks per day, one (1)
3-axle, single-unit, trash truck every 2 days, and two (2) 5-axle, single trailer, fuel tanker per day.
Based on this traffic volume, an 18-kip Equivalent Single Axle Load (ESAL18) value of
approximately 122,500 is estimated for the pavement design life of 20 years for rigid pavements.
The pavement section recommended here has been developed according to the AASHTO Guide
for Design of Pavement Structures (1993) guidelines and is based on an estimated modulus of
subgrade reaction (k) of 108 pci. R-value and Standard Proctor testing for this project are in
progress and will be provided as an addendum once available. Based on our experience with this
area and with similar soils we have assumed an R-value of 1.5 and a corresponding resilient
modulus of 2.57. Other design parameters include reliability of 85 percent, combined standard
error of 0.35 for concrete, initial design serviceability index of 4.2, and design terminal
serviceability index of 2.25. In addition, we assumed drainage factor of 0.9 and load transfer factor
of 3.6 assuming plain/unreinforced jointed concrete pavement.
Olsson recommends that rigid concrete pavement be used in areas designated for heavily loaded
trucks, lanes or concentrated lanes of repetitive traffic, or in non-designated areas that could
experience turning truck traffic. For this project site, the following Portland cement pavement
section is recommended. If the recommendations in this report are followed, a design life of 20
years should be anticipated.
CONCRETE PAVEMENT
Depth
(in)
Material Designation Material Specification
4.5 Concrete: CDOT Section 412 Portland Cement Concrete
Pavement
4.0
Aggregate Base: CDOT Class 6 specification compacted to a
minimum of 95% of maximum dry density as determined by
Standard Proctor (ASTM D-698)
12.0 Minimum prepared subgrade thickness: In accordance with
Sections 4.1 and 4.2 of this report.
12.0 Minimum compacted native soil thickness: Prepared in
accordance with Sections 4.1 and 4.2 of this report.
Curbs should be backfilled as soon as possible after pavement construction. Backfill should be
properly compacted and sloped to prevent water from ponding and/or infiltrating pavement
subgrades. Pavement joints should be caulked, and cracks should be quickly patched or sealed
as they occur to prevent moisture from infiltrating and softening the subgrade soils.
Kum & Go #0951 Report of Geotechnical Exploration
East Prospect Road and South Lemay Ave Fort Collins, Colorado
Olsson Project No. 020-28830
020-28830 28
LIMITATIONS
The conclusions and recommendations presented in this report are based on the information
available regarding the proposed construction, the results obtained from our soil test borings and
sampling procedures, the results of the laboratory testing program, and our experience with
similar projects. The soil test borings represent a very small statistical sampling of subsurface
soils, and it is possible that conditions may be encountered during construction that are
substantially different from those indicated by the soil test borings. In these instances,
adjustments to design and construction may be necessary. This geotechnical report is based on
the site plan and information provided to Olsson and our understanding of the project as noted in
this report. Changes in the location or design of new structures and/or pavements could
significantly affect the conclusions and recommendations presented in this geotechnical report.
Olsson should be contacted in the event of such changes to determine if the recommendations
of this report remain appropriate for the revised site design.
This report was prepared under the direction and supervision of a Professional Engineer
registered in the State of Colorado employed by Olsson. The conclusions and recommendations
contained herein are based on generally accepted, professional geotechnical engineering
practices at the time of this report, within this geographic area. No warranty, express or implied,
is intended or made. This report has been prepared for the exclusive use of Kum & Go and their
authorized representatives for specific application to the proposed project. Olsson appreciates
the opportunity to provide our services on this project and look forward to working with you during
construction. Should you have any questions, please do not hesitate to contact us.
Respectfully submitted,
Olsson, Inc.
Allison Crawford, E.I. Edward Schnackenberg, P.E.
Assistant Engineer Geotechnical Engineer
F:\2020\2501-3000\020-2883\40-Design\Reports\FOPS\Report\21-06-24_FOPS_020-28830_Kum & Go #0951 Geotechnical
Report.docx
SITE LOCATION PLAN
KUM & GO #951
FORT COLLINS, COLORADO
OLSSON PROJECT NO. 020-28830
PROJECT SITE
S LEMAY AVEE PROSPECT RD
Boring Depth
B-1 25
B-2 25
B-3 25
B-4 25
B-5 25
B-6 10
Scale: nts
Project: 020-28830
Approved by: MRF
Date: 5/13/2021
Boring Location Plan
Kum & Go Store #951
949 East Prospect Road
Fort Collins, Colorado
Approximate Coordinates
40.566873° N 105.058457° W
40.566787° N 105.058155° W
40.566690° N 105.058160° W
40.566482° N 105.058588° W
40.566514° N 105.058294° W
40.566456° N 105.058118° W
SYMBOLS AND NOMENCLATURE
DRILLING NOTES
DRILLING AND SAMPLING SYMBOLS
SS: Split-Spoon Sample (1.375” ID, 2.0” OD) HSA: Hollow Stem Auger NE: Not Encountered
U: Thin-Walled Tube Sample (3.0” OD) CFA: Continuous Flight Auger NP: Not Performed
CS: Continuous Sample HA: Hand Auger NA: Not Applicable
BS: Bulk Sample CPT: Cone Penetration Test % Rec: Percent of Recovery
MC: Modified California Sampler WB: Wash Bore W D: While Drilling
GB: Grab Sample RB: Rock Bit IAD: Immediately After Drilling
SPT: Standard Penetration Test Blows per 6.0” PP: Pocket Penetrometer AD: After Drilling
DRILLING PROCEDURES
Soil samples designated as “U” samples on the boring logs were obtained in using Thin-Walled Tube Sampling techniques. Soil
samples designated as “SS” samples were obtained during Penetration Test using a Split-Spoon Barrel sampler. The standard
penetration resistance ‘N’ value is the number of blows of a 140-pound hammer falling 30 inches to drive the Split-Spoon sampler
one foot. Soil samples designated as “MC” were obtained in using Thick-Walled, Ring-Lined, Split-Barrel Drive sampling
techniques. Recovered samples were sealed in containers, labeled, and protected for transportation to the laboratory for testing.
WATER LEVEL MEASUREMENTS
Water levels indicated on the boring logs are levels measured in the borings at the times indicated. In relatively high permeable
materials, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of
groundwater levels is not possible with only short-term observations.
SOIL PROPERTIES & DESCRIPTIONS
Descriptions of the soils encountered in the soil test borings were prepared using Visual-Manual Procedures for Descriptions and
Identification of Soils.
PARTICLE SIZE
Boulders 12 in. + Coarse Sand 4.75mm-2.0mm Silt 0.075mm-0.005mm
Cobbles 12 in.-3 in. Medium Sand 2.0mm-0.425mm Clay <0.005mm
Gravel 3 in.-4.75mm Fine Sand 0.425mm-0.075mm
COHESIVE SOILS COHESIONLESS SOILS COMPONENT %
Unconfined Compressive
Consistency Strength (Qu) (tsf) Relative Density ‘N’ Value Description Percent (%)
Very Soft <0.25 Very Loose 0 – 3 Trace <5
Soft 0.25 – 0.5 Loose 4 – 9 Few 5 - 10
Firm 0.5 – 1.0 Medium Dense 10 – 29 Little 15 - 25
Stiff 1.0 – 2.0 Dense 30 – 49 Some 30 - 45
Very Stiff 2.0 – 4.0 Very Dense ≥ 50 Mostly 50 - 100
Hard > 4.0
PLASTICITY CHART ROCK QUALITY DESIGNATION (RQD)
Description RQD (%)
Very Poor 0 – 25
Poor 25 – 50
Fair 50 – 75
Good 75 – 90
Excellent 90 – 100
G:\Admin\TEAMS\Geotech\AASHTO\Lab Forms\Symbols and Nomenclature gINT.doc
GRAVEL
AND
GRAVELLY
SOILS
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
SILTY SANDS, SAND - SILT
MIXTURES
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY
SILTS
AND
CLAYS
MORE THAN 50%
OF MATERIAL IS
LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE
SOIL CLASSIFICATION CHART
(APPRECIABLE
AMOUNT OF FINES)
(APPRECIABLE
AMOUNT OF FINES)
(LITTLE OR NO FINES)
FINE
GRAINED
SOILS
SAND
AND
SANDY
SOILS
SILTS
AND
CLAYS
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
LETTERGRAPH
SYMBOLSMAJOR DIVISIONS
COARSE
GRAINED
SOILS
TYPICAL
DESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
FINES
POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
CLEAN
GRAVELS
GRAVELS WITH
FINES
CLEAN SANDS
(LITTLE OR NO FINES)
SANDS WITH
FINES
LIQUID LIMIT
LESS THAN 50
LIQUID LIMIT
GREATER THAN 50
HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
MC
1
SS
2
U
3
SS
4
SS
5
SS
6
MC
7
CONCRETE
ALLUVIUM
Clayey sand (SC), loose, moist, brown with white
lensing
Clayey sand (SC), very loose, moist, yellowish brown
Clayey sand (SC), loose, moist, yellowish brown
Poorly-graded sand with clay (SP-SC), medium
dense, wet, yellowish brown, few gravel
Poorly-graded sand with clay (SP-SC), medium
dense, wet, yellowish brown, few gravel
CLAYSTONE
Weathered claystone, hard, wet, yellowish brown,
trace sand
Weathered claystone, hard, wet, bluish gray
BASE OF BORING AT 24.1 FEET
0.5'
8.0'
14.5'
24.1'
21.7
23.4
12.7
42/26 P-200 = 47.3%2-3
0-1-1
N=2
13-12-7
N=19
7-12-25
N=37
50/3"
50/1"SAMPLE TYPENUMBERELEVATION(ft)4950
4945
4940
4935
4930
8.0 ft
7.1 ft
Not Encountered
VINE LABSGRAPHICLOGMATERIAL DESCRIPTION
MOISTURE(%)LL/PI(%)CLASSIFICATION(USCS)Modified California
Sampler Split Spoon
Shelby Tube
WD
IAD
AD
Sheet 1 of 1
PROJECT NUMBER
CME 55
LOCATION
6/8/21
M. ALMAND
STARTED:
DRILL CO.:
DRILLER:
METHOD:
6/8/21
CONTINUOUS FLIGHT AUGER
ADDITIONAL
DATA/
REMARKS
Fort Collins, Colorado
VINE LABS
APPROX. SURFACE ELEV. (ft):4950 DEPTH(ft)0
5
10
15
20
020-28830
UNC. STR.(tsf)DRY DENSITY(pcf)FINISHED:
DRILL RIG:
LOGGED BY:
Kum & Go #0951
PROJECT NAME CLIENT
Kum & Go
WATER LEVEL OBSERVATIONS
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
BOREHOLE REPORT NO. B-1
BLOWS/6"N-VALUE
MC
1
SS
2
MC
3
SS
4
MC
5
SS
6
FILL
Driller's Note: Boring was potholed by another
contractor prior to Olsson's exploration. Pea gravel
was placed as backfill after potholing was
completed.
ALLUVIUM
Lean clay (CL), firm, moist, grayish brown
Lean clay (CL), soft, moist, grayish brown
Driller's Note: Fuel odor encountered from 5-10'
Lean clay (CL), firm, moist, grayish brown, few sand
Poorly-graded sand with clay (SP-SC), medium
dense, wet, brown, few gravel
CLAYSTONE
Weathered claystone, hard, wet, grayish brown
Weathered claystone, hard, wet, grayish brown
BASE OF BORING AT 24.3 FEET
5.0'
9.7'
18.0'
24.3'
19.1
19.6
11.6
15.3
20.0
1.0 105.1
98.9
3-4
1-1-2
N=3
3-7
10-7-4
N=11
28-50/3"
50/4"SAMPLE TYPENUMBERELEVATION(ft)4950
4945
4940
4935
4930
14.0 ft
13.7 ft
Not Encountered
VINE LABSGRAPHICLOGMATERIAL DESCRIPTION
MOISTURE(%)LL/PI(%)CLASSIFICATION(USCS)Modified California
Sampler Split Spoon
WD
IAD
AD
Sheet 1 of 1
PROJECT NUMBER
CME 55
LOCATION
6/8/21
M. ALMAND
STARTED:
DRILL CO.:
DRILLER:
METHOD:
6/8/21
CONTINUOUS FLIGHT AUGER
ADDITIONAL
DATA/
REMARKS
Fort Collins, Colorado
VINE LABS
APPROX. SURFACE ELEV. (ft):4950 DEPTH(ft)0
5
10
15
20
020-28830
UNC. STR.(tsf)DRY DENSITY(pcf)FINISHED:
DRILL RIG:
LOGGED BY:
Kum & Go #0951
PROJECT NAME CLIENT
Kum & Go
WATER LEVEL OBSERVATIONS
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
BOREHOLE REPORT NO. B-2
BLOWS/6"N-VALUE
MC
1
SS
2
MC
3
SS
4
SS
5
MC
6
MC
7
ASPHALT
FILL
Lean clay (CL), firm, moist, dark brown, some gravel
ALLUVIUM
Lean clay (CL), soft, very moist, brown
Lean clay (CL), firm, moist, brown
Poorly-graded sand with clay (SP-SC), medium
dense, wet, brown, some gravel
CLAYSTONE
Weathered claystone, hard, wet, brown, few sand
Weathered claystone, hard, wet, grayish brown
Weathered claystone, hard, wet, bluish gray
BASE OF BORING AT 24.3 FEET
0.9'
3.5'
9.5'
14.5'
24.3'
26.3
24.7
23.4
13.6 38/23
P-200 = 38.0%
98.1
2-3
1-1-1
N=2
2-3
7-10-
16/5.9"
8-7-6
N=13
50/5.5"
50/3"SAMPLE TYPENUMBERELEVATION(ft)4950
4945
4940
4935
4930
9.5 ft
10.5 ft
Not Encountered
VINE LABSGRAPHICLOGMATERIAL DESCRIPTION
MOISTURE(%)LL/PI(%)CLASSIFICATION(USCS)Modified California
Sampler Split Spoon
WD
IAD
AD
Sheet 1 of 1
PROJECT NUMBER
CME 55
LOCATION
6/8/21
M. ALMAND
STARTED:
DRILL CO.:
DRILLER:
METHOD:
6/8/21
CONTINUOUS FLIGHT AUGER
ADDITIONAL
DATA/
REMARKS
Fort Collins, Colorado
VINE LABS
APPROX. SURFACE ELEV. (ft):4950 DEPTH(ft)0
5
10
15
20
020-28830
UNC. STR.(tsf)DRY DENSITY(pcf)FINISHED:
DRILL RIG:
LOGGED BY:
Kum & Go #0951
PROJECT NAME CLIENT
Kum & Go
WATER LEVEL OBSERVATIONS
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
BOREHOLE REPORT NO. B-3
BLOWS/6"N-VALUE
SS
1
MC
2
U
3
SS
4
MC
5
SS
6
MC
7
DEVELOPED ZONE
ALLUVIUM
Lean clay (CL), firm, moist, brown, little sand, trace
gravel
Lean clay (CL), stiff, moist, brown, little sand and
gravel
Lean clay (CL), stiff, moist, brown, little sand and
gravel
Poorly-graded sand with clay (SP-SC), very dense,
wet, brown, little gravel
Poorly-graded sand with clay (SP-SC), very dense,
wet, brown, little gravel
CLAYSTONE
Weathered claystone, hard, wet, grayish brown, trace
sand
Weathered claystone, hard, wet, bluish gray
BASE OF BORING AT 24.3 FEET
0.3'
8.0'
14.5'
24.2'
21.1
10.1
11.9
12.5
20.0
4.1
104.4
111.4
4-2-3
N=5
5-6
9-13-50
N=63
50/5.5"
50/5.5"
50/2"SAMPLE TYPENUMBERELEVATION(ft)4950
4945
4940
4935
4930
7.8 ft
7.6 ft
Not Encountered
VINE LABSGRAPHICLOGMATERIAL DESCRIPTION
MOISTURE(%)LL/PI(%)CLASSIFICATION(USCS)Split Spoon Modified California
Sampler
Shelby Tube
WD
IAD
AD
Sheet 1 of 1
PROJECT NUMBER
CME 55
LOCATION
6/8/21
M. ALMAND
STARTED:
DRILL CO.:
DRILLER:
METHOD:
6/8/21
CONTINUOUS FLIGHT AUGER
ADDITIONAL
DATA/
REMARKS
Fort Collins, Colorado
VINE LABS
APPROX. SURFACE ELEV. (ft):4950 DEPTH(ft)0
5
10
15
20
020-28830
UNC. STR.(tsf)DRY DENSITY(pcf)FINISHED:
DRILL RIG:
LOGGED BY:
Kum & Go #0951
PROJECT NAME CLIENT
Kum & Go
WATER LEVEL OBSERVATIONS
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
BOREHOLE REPORT NO. B-4
BLOWS/6"N-VALUE
MC
1
SS
2
MC
3
SS
4
SS
5
MC
6
SS
7
DEVELOPED ZONE
ALLUVIUM
Clayey sand (SC), medium dense, slightly moist,
brown
Clayey sand (SC), medium dense, slightly moist,
brown
Clayey sand (SC), medium dense, slightly moist,
brown, trace gravel
Poorly-graded sand with clay (SP-SC), medium
dense, wet, brown, little gravel
Poorly-graded sand with clay (SP-SC), medium
dense, wet, brown, little gravel
CLAYSTONE
Weathered claystone, very stiff, wet, yellowish brown,
trace sand
Weathered claystone, hard, wet, yellowish brown,
trace sand
Weathered claystone, hard, wet, bluish gray
BASE OF BORING AT 24.3 FEET
0.3'
7.5'
14.5'
24.2'
14.7
12.6
23.6
44/29110.87-10
4-3-2
N=5
4-3
6-7-7
N=14
6-13-15
N=28
50/5.5"
50/2"SAMPLE TYPENUMBERELEVATION(ft)4950
4945
4940
4935
4930
8.0 ft
7.8 ft
Not Encountered
VINE LABSGRAPHICLOGMATERIAL DESCRIPTION
MOISTURE(%)LL/PI(%)CLASSIFICATION(USCS)Modified California
Sampler Split Spoon
WD
IAD
AD
Sheet 1 of 1
PROJECT NUMBER
CME 55
LOCATION
6/8/21
M. ALMAND
STARTED:
DRILL CO.:
DRILLER:
METHOD:
6/8/21
CONTINUOUS FLIGHT AUGER
ADDITIONAL
DATA/
REMARKS
Fort Collins, Colorado
VINE LABS
APPROX. SURFACE ELEV. (ft):4950 DEPTH(ft)0
5
10
15
20
020-28830
UNC. STR.(tsf)DRY DENSITY(pcf)FINISHED:
DRILL RIG:
LOGGED BY:
Kum & Go #0951
PROJECT NAME CLIENT
Kum & Go
WATER LEVEL OBSERVATIONS
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
BOREHOLE REPORT NO. B-5
BLOWS/6"N-VALUE
SS
1
MC
2
MC
3
SS
4
DEVELOPED ZONE
ALLUVIUM
Lean clay (CL), stiff, moist, brown, some sand
Lean clay (CL), stiff, moist, brown, some sand
Lean clay (CL), stiff, moist, brown, some sand
Poorly-graded sand with clay (SP-SC), medium
dense, wet, brown, little gravel
BASE OF BORING AT 10.5 FEET
0.3'
7.0'
10.5'
16.1
18.6
11.7
P-200 = 51.6%
86.9
5-6-6
N=12
7-9
2-4
25-12-14
N=26SAMPLE TYPENUMBERELEVATION(ft)4950
4945
4940
7.5 ft
7.1 ft
Not Encountered
VINE LABSGRAPHICLOGMATERIAL DESCRIPTION
MOISTURE(%)LL/PI(%)CLASSIFICATION(USCS)Split Spoon Modified California
Sampler
WD
IAD
AD
Sheet 1 of 1
PROJECT NUMBER
CME 55
LOCATION
6/8/21
M. ALMAND
STARTED:
DRILL CO.:
DRILLER:
METHOD:
6/8/21
CONTINUOUS FLIGHT AUGER
ADDITIONAL
DATA/
REMARKS
Fort Collins, Colorado
VINE LABS
APPROX. SURFACE ELEV. (ft):4950 DEPTH(ft)0
5
10
020-28830
UNC. STR.(tsf)DRY DENSITY(pcf)FINISHED:
DRILL RIG:
LOGGED BY:
Kum & Go #0951
PROJECT NAME CLIENT
Kum & Go
WATER LEVEL OBSERVATIONS
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
BOREHOLE REPORT NO. B-6
BLOWS/6"N-VALUE
B-1 MC-1 1.0 - 2.0' 21.7 42 16 26 47.3
B-1 SS-2 3.5 - 5.0' 23.4
B-1 MC-7 24.0 - 24.1' 12.7
B-2 SS-2 6.0 - 7.5' 19.1
B-2 MC-3 9.0 - 10.0' 19.6 105.1 0.604 87.3 1.0 14.5
B-2 SS-4 14.0 - 15.5' 11.6
B-2 MC-5 19.0 - 19.8' 15.3 98.9 0.705 58.6
B-2 SS-6 24.0 - 24.3' 20.0
B-3 SS-2 3.5 - 5.0' 26.3
B-3 MC-3 6.0 - 7.0' 24.7 98.1 0.719 92.9
B-3 - - ' 23.4 38.0
B-3 MC-6 19.0 - 19.5' 13.6 38 15 23
B-4 MC-2 3.5 - 4.5' 21.1 104.4 0.615 92.6
B-4 SS-4 9.0 - 10.5' 10.1
B-4 MC-5 14.0 - 14.5' 11.9
B-4 SS-6 19.0 - 19.5' 12.5 111.4 0.513 65.7 4.1 6.9
B-4 MC-7 24.0 - 24.2' 20.0
B-5 MC-1 1.0 - 2.0' 14.7 110.8 0.521 76.1 44 15 29
B-5 SS-4 9.0 - 10.5' 12.6
B-5 MC-6 19.0 - 19.5' 23.6
B-6 SS-1 1.0 - 2.5' 16.1 51.6
B-6 MC-2 3.5 - 4.5' 18.6 86.9 0.941 53.4
B-6 SS-4 9.0 - 10.5' 11.7
STRAIN
(%)
ATTERBERG LIMITS
PLASTIC
LIMIT
SATURATION
(%)
VOID
RATIOBORING
NUMBER
DRY
DENSITY
(pcf)
SAMPLE
DEPTH
(ft)PLASTIC
INDEX
LIQUID
LIMIT
MOISTURE
CONTENT
(%)
SAMPLE
I.D.
SUMMARY OF LABORATORY RESULTS
PAGE 1 OF 1
USCS
CLASS.P-200
UNCONFINED
STRENGTH
(tsf)
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
PROJECT NAME:Kum & Go #0951
PROJECT NUMBER:020-28830
CLIENT:Kum & Go
PROJECT LOCATION:Fort Collins, Colorado
3990 Fox Street TEL 303.237.2072
Denver, CO 80216 FAX 303.237.2659
Dilution
100:1
Test Results
Nathan Rasmussen
Brown clay, trace sand
www.olsson.com
Soil Corrosion Suite
Project Information
Sample and Test Information
Kum & Go 951
020-28830Project Number:
Client Name:
Project Location:
Project Name:
Date Tested:
Sample Description:
6/16/2021
462
too wet 462
Kum & Go
pH Meter Reading
Readings (ohm*cm)
Fort Collins, Colorado
Dilution
3
Concentration, ppm
Sample portion passing the #10 sieve used in testing. Each reading performed after additional water was added.
617
511
488
477
Lowest Resistivity (ohm*cm)
8.6
pH (ASTM G51)
Electrical Resistivity (ASTM G57, -#10)
204
Concentration, % mass
0.0204
Reading Concentration, mg/L
Sample Location:B1 Bulk 3-6 feet
Water Soluble Sulfate (Colorado Procedure CP-L-2103)
Water Soluble Chloride (Colorado Procedure CP-L-2104)
Concentration, % mass
0.11110011
Laboratory Technician:
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5100 1,000 10,000
Sample Description:Notes:Swell potential (1000 psf surcharge): 0.49%Brown Sandy Clay
SWELL / CONSOLIDATION TEST
STRAIN, %Notes:Brown Sandy Clay Swell potential (1000 psf surcharge): 0.49%
Distilled Water17.2MC-5
B-2 Initial Water Content (%):
Final Water Content (%):
Initial Dry Density (pcf):
Initial Void Ratio:
Final Void Ratio:
Initial Degree of Saturation (%):
Final Degree of Saturation (%):100.0
C
NA
Ring Sampler
15.3
98.9
85.9
2.7
N. RASMUSSEN
19.0 - 19.8'
6/11/2021
0.450
0.480
Boring No:
Sample ID:
Sample Depth:
Start Date:
Technician:
Apparatus:
Specific Gravity:ATTERBERG LIMITS
LL PL PI Classification
Est. Preconsolidation Stress (tsf):
Laboratory Water Type:
Test Procedure Method:
Interpretation Procedure:
Stress at Inundation (tsf):
Specimen Trimming Method:
STRESS, tsf
1000.00
PROJECT NAME:Kum & Go #0951
PROJECT NUMBER:020-28830
CLIENT:Kum & Go
PROJECT LOCATION:Fort Collins, Colorado
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
Swelling Pressure = 3100 psf
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5100 1,000 10,000
Sample Description:Notes:Swell potential (200 psf surcharge): 3.37%Brown Sandy Clay
SWELL / CONSOLIDATION TEST
STRAIN, %Notes:Brown Sandy Clay Swell potential (200 psf surcharge): 3.37%
29
Distilled Water20.0MC-1
B-5 Initial Water Content (%):
Final Water Content (%):
Initial Dry Density (pcf):
Initial Void Ratio:
Final Void Ratio:
Initial Degree of Saturation (%):
Final Degree of Saturation (%):100.0
C
NA
Ring Sampler
14.7
110.8
76.3
2.7
DNV Swell E
N. RASMUSSEN
1.0 - 2.0'
6/11/2021
0.511
0.521
Boring No:
Sample ID:
Sample Depth:
Start Date:
Technician:
Apparatus:
Specific Gravity:ATTERBERG LIMITS
LL PL PI Classification
44 15
Est. Preconsolidation Stress (tsf):
Laboratory Water Type:
Test Procedure Method:
Interpretation Procedure:
Stress at Inundation (tsf):
Specimen Trimming Method:
STRESS, tsf
200.00
PROJECT NAME:Kum & Go #0951
PROJECT NUMBER:020-28830
CLIENT:Kum & Go
PROJECT LOCATION:Fort Collins, Colorado
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
Swelling Pressure = 4800 psf
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
1.5
2.0
2.5100 1,000 10,000
Sample Description:Notes:Swell potential (500 psf surcharge): 1.01%Brown Sandy Clay
SWELL / CONSOLIDATION TEST
STRAIN, %Notes:Brown Sandy Clay Swell potential (500 psf surcharge): 1.01%
Distilled Water14.4MC-2
B-6 Initial Water Content (%):
Final Water Content (%):
Initial Dry Density (pcf):
Initial Void Ratio:
Final Void Ratio:
Initial Degree of Saturation (%):
Final Degree of Saturation (%):78.5
C
NA
Ring Sampler
18.6
86.9
78.8
2.7
N. RASMUSSEN
3.5 - 4.5'
6/11/2021
0.497
0.638
Boring No:
Sample ID:
Sample Depth:
Start Date:
Technician:
Apparatus:
Specific Gravity:ATTERBERG LIMITS
LL PL PI Classification
Est. Preconsolidation Stress (tsf):
Laboratory Water Type:
Test Procedure Method:
Interpretation Procedure:
Stress at Inundation (tsf):
Specimen Trimming Method:
STRESS, tsf
500.00
PROJECT NAME:Kum & Go #0951
PROJECT NUMBER:020-28830
CLIENT:Kum & Go
PROJECT LOCATION:Fort Collins, Colorado
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
Swelling Pressure = 2000 psf
1,000
STRESS, psf
Boring Depth
B-1 25
B-2 25
B-3 25
B-4 25
B-5 25
B-6 10
Scale: nts
Project: 020-28830
Approved by: MRF
Date: 5/13/2021
Boring Location Plan
Kum & Go Store #951
949 East Prospect Road
Fort Collins, Colorado
Approximate Coordinates
40.566873° N 105.058457° W
40.566787° N 105.058155° W
40.566690° N 105.058160° W
40.566482° N 105.058588° W
40.566514° N 105.058294° W
40.566456° N 105.058118° W
Cross Section Location Map
AJC
6/22/2021
4,924
4,926
4,928
4,930
4,932
4,934
4,936
4,938
4,940
4,942
4,944
4,946
4,948
4,950
4,952
0 5 10 15 20 25 30 35 40 45
4,924
4,926
4,928
4,930
4,932
4,934
4,936
4,938
4,940
4,942
4,944
4,946
4,948
4,950
4,952
0 5 10 15 20 25 30 35 40 45
Elevation (ft)Distance Along Baseline (ft)
USCS Well-graded
Gravel
USCS Low Plasticity
Clay
USCS Poorly-graded
Sand with Clay
Shale Asphalt
USCS Poorly-graded
Gravel
NOTE: Soil stratification, as shown on the geologic profile, represents soil conditions at the
boring locations: however, variations may occur between or around the boring locations.
NOTE: Soil stratification, as shown on the geologic profile, represents soil conditions at the
boring locations: however, variations may occur between or around the boring locations.
GROUNDWATER
DEPTH IMMEDIATELY
AFTER DRILLING
GROUNDWATER
DEPTH AFTER
DRILLING
GROUNDWATER
DEPTH WHILE
DRILLING
OLSSON, INC.
5180 SMITH ROAD, UNIT F
DENVER, COLORADO 80216
PROJECT NAME:Kum & Go #0951
PROJECT NUMBER:020-28830
CLIENT:Kum & Go
PROJECT LOCATION:Fort Collins, Colorado
GEOLOGIC PROFILE
B-2B-3B-6
Fill - Lean Clay Fill - Pea Gravel
Alluvium - Lean Clay
Alluvium - Poorly-graded sand with clay
Weathered Claystone
Approximate
Project
Location
HISTORICAL IMAGES
F