HomeMy WebLinkAboutWORTHINGTON STORAGE - PDP220003 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT
GEOTECHNICAL ENGINEERING❖QA/QC TESTING AND INSPECTIONS❖ENVIRONMENTAL SITE ANALYSES
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5350 Broadway Denver CO 80216 720.230.1931 720.230.5471 info@triaxgeo.com
Geotechnical Engineering Report
Proposed Red Rocks Self Storage at Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Red Rocks Self Storage Worthington, LLC
18435 W. Colfax Avenue
Golden, CO 80401
Attn: Ms. Sarah Westfall
June 04, 2021
Red Rocks Self Storage Worthington, LLC
18435 W. Colfax Avenue
Golden, CO 80401
Attn: Ms. Sarah Westfall
Re: Geotechnical Investigation
Proposed Red Rocks Self Storage at Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Project No: D21G125
Ms. Westfall:
Pursuant to your request, Triax Engineering, LLC (“Triax”) has completed the Geotechnical Investigation
for the proposed self storage facilities at 2525 Worthington Circle in Fort Collins, CO. The attached report
presents the results of the field investigation and laboratory testing and recommendations for foundation type and
bearing pressures and other recommendations related to the proposed construction.
We appreciate and wish to thank you for the opportunity to be of service to you on this project. If we can
be of additional assistance, please contact us at (720) 230-1931.
Very Truly Yours,
Triax Engineering, LLC
Vinod Ravindran, PE
President
Distribution: Via Email
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Table of Contents
EXECUTIVE SUMMARY 0
1.0 INTRODUCTION 2
2.0 PROPOSED CONSTRUCTION: 2
3.0 PURPOSE AND SCOPE OF SERVICES: 2
4.0 SITE CONDITIONS: 3
5.0 FIELD EXPLORATION: 3
6.0 LABORATORY TESTING PROGRAM 4
7.0 GENERAL SUBSURFACE CONDITIONS: 5
8.0 GROUNDWATER CONDITIONS 5
9.0 DESIGN ENGINEERING ANALYSIS: 6
9.1 STRAIGHT SHAFT DRILLED PIERS 7
9.2 SHALLOW SPREAD FOOTINGS 9
9.3 EXTERIOR FLATWORK 11
9.4 POST CONSTRUCTION MOVEMENT: 12
10.0 SEISMIC CONSIDERATION 12
11.0 SLAB ON GRADE CONSTRUCTION: 13
12.0 PAVEMENT DESIGN RECOMMENDATION 15
12.1 SUBGRADE SOILS 15
12.2 WATER SOLUBLE SULFATES 15
12.3 SOIL CORROSIVITY 16
12.4 TRAFFIC ESTIMATE 16
12.5 PAVEMENT DESIGN 17
12.6 SUBGRADE PREPARATION 18
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13.0 LATERAL LOADS: 20
14.0 DRAINAGE 21
15.0 SITE RETAINING WALLS 22
16.0 SITE PREPARATION: 23
17.0 USE OF EXISTING SOILS 24
18.0 STRUCTURAL FILL AND COMPACTION REQUIREMENTS: 25
19.0 EXCAVATIONS AND SHORING: 25
20.0 EXCAVATIONS AND SLOPES: 26
21.0 LIMITATIONS: 27
Attachments:
Boring Location Plan
Boring Logs
Key to Classification Terms
Laboratory Test Results
Table 1 Proposed Construction Information ........................................................................................................... 2
Table 2 Summary of Field Exploration .................................................................................................................. 4
Table 3 Subsurface Stratigraphy ............................................................................................................................. 5
Table 4: Groundwater Conditions ........................................................................................................................... 6
Table 6 Drilled Pier Criteria ................................................................................................................................... 7
Table 5 Allowable Bearing Capacities ................................................................................................................. 10
Table 7 Post Construction Movement................................................................................................................... 12
Table 8 Slab Performance Risk ......................................................................................................................... 13
Table 9 Water Soluble Sulfates............................................................................................................................. 16
Table 10 Soil Corrosivity ...................................................................................................................................... 16
Table 11 Traffic Estimates .................................................................................................................................... 17
Table 12 Pavement Design Alternatives ............................................................................................................... 18
Table 13 Equivalent fluid pressures ...................................................................................................................... 20
Table 14 Shallow Bearing Capacities ................................................................................................................... 22
Table 15 Structural Design Parameters ................................................................................................................. 22
Table 16 Use of onsite soils .................................................................................................................................. 24
Table 17 Compaction Specifications .................................................................................................................... 25
Table 18 Temporary Excavation slopes ................................................................................................................ 27
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EXECUTIVE SUMMARY
The soil conditions at the site of the proposed Proposed Red Rocks Self Storage at Worthington Circle located
at 2525 Worthington Circle in Fort collins, CO, was explored by drilling ten borings to depths of 7 to 45-ft each.
Laboratory tests were performed on selected specimens to evaluate the engineering characteristics of various soil
strata encountered in our boring.
This report presents a description of subsurface conditions encountered at the site, recommended
foundation systems, and design and construction criteria influenced by the subsurface conditions. It is based on
data obtained from field investigations, laboratory test results and our previous experience. A summary of our
findings and recommendations is presented below:
This executive summary must be used in conjunction with the entire report. Please note that this section
provides a broad overview and will not include specific details for each item. Therefore, the report must be read
in its entirety to achieve a comprehensive understanding of the items contained herein.
• The subsurface conditions may generally be grouped into three generalized strata with similar physical
and engineering properties. For detailed descriptions, the boring logs are provided at the end of this report.
• Groundwater seepage was encountered in our borings B-1 at 20-ft, B-2 at 20-ft, B-3 at 30-ft, B-4 at 30-ft,
B-5 at 25-ft, B-6 at 20-ft, B-7 at 20-ft, and B-8 at 20-ft at the time of our field exploration. However,
groundwater levels will fluctuate with seasonal climatic variations and changes in the land use.
• The proposed project can be supported by straight shaft drilled piers. Drilled piers founded at a minimum
depth of 25-ft to 30-ft below the existing grade and a minimum embedment depth of 5-ft into the weathered
Claystone bedrock shall be used to support the proposed structures. Straight shaft drilled piers founded at
the minimum depth as outlined above shall be designed for an allowable end bearing capacity of 14,500
PSF and skin friction (side shear) of 1,450 PSF for the portion embedded within the claystone bedrock,
all other skin friction should be ignored.
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• Based on soils encountered at the project site, we strongly recommend utilizing drilled shaft foundations
to support the proposed self storage facilities. However, we understand that at times, drilled piers might
be cost-prohibitive for the proposed development. Therefore, as an alternative, Shallow spread footings
can be utilized in conjunction with soil modifications outlined below, only if the owner understands the
risk and can tolerate relatively more movement.
• Alternatively, the proposed self storage facilities at the subject property can be supported by shallow
spread-type footings at minimum depth of 3-feet below the lowest finished grade (for frost protection).
An allowable soil bearing pressure of 2,500 pounds per square foot (PSF) is recommended for the design
of shallow spread-type footings bearing on undisturbed in-situ soils.
Table EX-1 Recommended Foundation Systems
Structure Bearing Depth Type of Foundation Allowable Bearing
Capacity (psf))
Self Storage
Facilities
3-ft below existing grade Shallow spread footings founded on
undisturbed in-situ soils 2,500
25-ft below existing grade Straight Shaft Drilled Piers 14,500
• There is a low risk of slab movement at the proposed slab elevations when the slab is supported by the
near-surface soils, under current moisture conditions. Potential vertical movements on the order of one
inch can be anticipated for the structures at this project site due to seasonal moisture variation. If some
movement of a slab is not acceptable, the proposed structure should be constructed utilizing a structural
floor system, rather than a slab.
• In order to minimize the chance for moisture infiltration into the foundation soils and limit the potential
for movement of the foundations and/or slabs, positive drainage down and away from all foundation walls
and the structure should be established and maintained at all times.
• An exterior foundation perimeter drain is recommended below foundation elevations
• Detailed descriptions of subsurface conditions, engineering analysis, and design recommendations are
included in this report.
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1.0 Introduction
This report presents the results of our Geotechnical Investigation for the proposed self storage facilities at
2525 Worthington Circle in Fort Collins, CO. The object of this investigation was to evaluate the physical
properties of the soils underlying the site and provide foundation and earthwork recommendations based on our
findings.
2.0 Proposed Construction:
It is our understanding that the proposed construction will consist of three self-storage buildings – a 1,600
sf one-story drive up, a 5,000 sf one-story drive up, and an 86,400 sf three-story – with associated improvements
such as parking, drives, and landscaping.
Table 1 Proposed Construction Information
Location Proposed Construction
2525 Worthington Circle
▪ 1,600 Sq. Ft. Single Story
▪ 5,000 Sq. Ft. Single Story
▪ 86,400 Sq. Ft. Three Story
The proposed construction will consist of a concrete floor system with masonry walls and wood frame/
steel construction above grade. Although foundation loads are unknown at the time of this report, it is anticipated
that the structure will be loaded with column and wall loads on the order of 30 kips and 3 to 4 kips per linear foot,
respectively. Should designs details differ from those presented, this firm should be notified so we can provide
additional recommendations, if required.
3.0 Purpose and Scope of Services:
The purpose of our geotechnical investigation was to provide subsurface information and geotechnical
engineering recommendations for the proposed construction.
Our scope of services includes the following:
1) Drilling and sampling of ten borings to depths of 7 to 45-ft each.
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2) Evaluation of the in-place conditions of the subsurface soils.
3) Observation of the ground water conditions during field exploration operations;
4) Provide recommendations for earthwork related to
• Drilled pier foundations
• Shallow foundations
• Floor slab design
• Earthwork and drainage
• Pavement thickness
The Scope of Services did not include any environmental assessment for the presence or absence of
wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or around this
site. Any statements in this report or on the boring logs regarding odors, colors or unusual or suspicious items or
conditions are strictly for the information of the client.
4.0 Site Conditions:
The project site is located in the northeast Parking Lot of the AMC Movie Theater at 2525 Worthington
Circle, in Fort Collins. Topographically, the subject site was generally level. The average elevation varied
between 5,052-ft and 5,048-ft, with the lowest elevation along the retention pond at the northeast end of the
parking lot. The lot was paved at the time of our exploration.
5.0 Field Exploration:
Subsurface conditions were investigated by drilling ten borings to depths of 7 to 45-ft each from the
existing grade at the locations indicated on the Site Map. The borings were advanced using a Diedrich D-50 drill
rig equipped with an 4-inch diameter continuous flight solid stem auger. Samples were taken at selected intervals
using a Standard split spoon and a California ring sampler, which was driven into the soil by dropping a 140-
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pound hammer through a free fall of 30 inches. The number of blows required to drive the sampler into the soil
is known as a penetration test. The number of blows required for the sampler to penetrate 12 inches is evaluated
and gives an indication of the consistency or relative density of the soils and bedrock encountered. The results of
the penetration test and log of materials encountered are presented in the Logs of Exploratory Boring. The results
of the penetration test and log of materials encountered are presented in the Logs of Exploratory Borings.
Table 2 Summary of Field Exploration
Boring No. Depth (ft)
B-1 25-ft
B-2 25-ft
B-3 35-ft
B-4 45-ft
B-5 25-ft
B-6 35-ft
B-7 25-ft
B-8 25-ft
B-9 7-ft
B-10 7-ft
6.0 Laboratory Testing Program
Samples were returned to the laboratory where they were visually classified, and testing was assigned to
evaluate the engineering properties of the soil layers. A project specific laboratory testing program was designed
to identify the engineering properties of the subsurface materials. Our laboratory testing program included the
following tests on selected samples.
Water Content Atterberg Limits -200 Wash
Particle Size Analysis Swell / Consolidation Dry Density
Unconfined Compressive
strength Tests
Moisture Density
Relationship
California Bearing Ratio
Soil pH Water Soluble Sulfates Soil Resistivity
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7.0 General Subsurface Conditions:
The subsurface conditions may generally be grouped into three generalized strata with similar physical
and engineering properties as per the boring log provided at the end of this report.
Table 3 Subsurface Stratigraphy
Boring No. Material Description Approximate Depth (ft) Consistency
B-1 Reddish-Brown Clayey Sand 0-25 Moist, Loose to Very Dense
B-2 Reddish-Brown Clayey Sand 0-25 Moist, Loose to Medium Dense
B-3 Reddish-Brown Clayey Sand 0-20 Moist, Loose to Medium Dense
Gray/Olive Claystone 20-35 Moist to Wet, Hard
B-4
Reddish-Brown Clayey Sand 0-7 Moist, Loose to Medium Dense
Reddish-Brown Silty Sand 7-20 Moist, Medium Dense
Gray/Olive Claystone 20-45 Moist to Wet, Hard
B-5
Reddish-Brown Clayey Sand 0-7 Moist, Loose to Medium Dense
Reddish-Brown Silty Sand 7-20 Moist, Loose to Medium Dense
Gray/Olive Claystone 20-25 Moist to Wet, Hard
B-6 Reddish-Brown Clayey Sand 0-20 Moist, Loose to Medium Dense
Gray/Olive Claystone 20-35 Wet, Hard
B-7 Reddish-Brown Clayey Sand 0-22 Moist to Wet, Loose
Gray/Olive Claystone 22-25 Wet, Hard
B-8 Reddish-Brown Clayey Sand 0-22 Moist, Loose to Medium Dense
Gray/Olive Claystone 22-25 Wet, Hard
B-9 Reddish-Brown Silty Sand 0-7 Moist, Loose to Medium Dense
B-10 Reddish-Brown Clayey Sand 0-7 Moist, Loose to Medium Dense
8.0 Groundwater Conditions
Groundwater seepage was encountered in borings B-1 at 20-ft, B-2 at 20-ft, B-3 at 30-ft, B-4 at 30-ft, B-
5 at 25-ft, B-6 at 20-ft, B-7 at 20-ft, and B-8 at 20-ft during our field exploration. However, groundwater levels
will fluctuate with seasonal climatic variations and changes in land use. It is not unusual to encounter shallow ground
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water during snow melt or during or after periods of precipitation. The surface water tends to percolate down until
it encounters a relatively impervious layer.
Table 4: Groundwater Conditions
Boring No. Date of Measurement Depth from Existing grade (ft)
B-1 04/30/2021 20
B-2 04/30/2021 20
B-3 04/30/2021 30
B-4 04/30/2021 30
B-5 04/30/2021 25
B-6 05/03/2021 20
B-7 04/30/2021 20
B-8 05/03/2021 20
B-9 05/03/2021 NA
B-10 04/30/2021 NA
Accurate determination of the groundwater elevation may not be possible even after several days of
observation. Seasonal variation, temperature, recent precipitation and localized construction activities that
influence drainage characteristics may influence the groundwater table and volumes of water will depend on the
permeability of soils. Groundwater conditions can differ between borehole locations and in areas not explored.
9.0 Design Engineering Analysis:
The recommendations presented below are based on the data obtained from our field and laboratory tests,
our past experience with geotechnical conditions similar to those at this site, and our engineering design analysis.
Based on the varying soils encountered at the project site, we recommend utilizing drilled shaft foundations or
alternatively, shallow foundations to support the proposed self-storage facilities.
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9.1 Straight Shaft Drilled Piers
The proposed self-storage structures at the project site can be supported by straight shaft drilled piers. The
straight shaft drilled piers system should be designed and constructed in accordance with the following criteria.
Drilled piers shall be founded at a minimum depth of 25-ft to 30-ft below the existing grade and a
minimum embedment depth of 5-ft into the claystone bedrock. Piers should be designed for a maximum allowable
end bearing pressure of 14,500 psf and allowable skin friction (side shear) of 1,450 psf for the portion embedded
into the bedrock, all other skin friction should be ignored. The drilled piers shall be designed using the capacities
provided in the report and to provide adequate uplift resistance.
Table 5 Drilled Pier Criteria
Criteria Recommendations
Minimum bearing depth 25-ft to 30-ft
Minimum length 20-ft
Minimum penetration into the bedrock 5-ft
Roughening / shear rings required Yes
Allowable bearing capacity 14,500 psf
Maximum skin friction 1,450 psf
Estimated total movement 1 inch
Estimated uplift 16 x pier diameter, kips
Minimum deadload 6,000 psf
All piers should be reinforced full length to resist ultimate uplift forces caused by swelling soils.
Reinforcement should extend into grade beams of foundation walls. A minimum 4-inch void forming material
should be placed between the piers to concentrate dead loads and avoid contact with potentially expansive soils.
Sonotubes must be used to form the top of the pier and avoid “mushrooming” the tops of piers.
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The minimum clear spacing between any two piers should not be less than 3d, where d is the diameter. If
the spacing between the piers is closer than 3d, stress concentrations will occur between the two piers. The
concentrated stress may be higher than the allowable bearing capacity. Hence, these piers should be designed for
a lower bearing capacity than the maximum allowable bearing capacity. Hence, these piers should be designed
for a lower bearing capacity than the maximum allowable. However, since the drilled shaft configurations are
unknown at this time, we are unable to estimate the capacity reductions. Please contact our office with pier
configuration if this analysis is required.
Moisture variation in the expansive soils at this site can cause vertical movements of the subsurface soils.
This potential vertical movement can mobilize an uplift force along the shaft of a drilled pier.
All piers should be reinforced full length to resist ultimate uplift forces caused by swelling soils. Drilled
shafts shall be loaded as soon as practically possible to reduce the effects of uplift.
Groundwater may be encountered during the installation of the piers and dewatering will be required
during drilled pier installation. Concrete shall not be placed in more than 6 inches of water. Concrete should be
onsite at the time of drilling and placed immediately after the pier is drilled and inspected thus minimizing the
potential for dewatering. A tremie pipe should be utilized for concrete placement. Concrete should not be allowed
to freefall more than 6 feet. Concrete should be placed utilizing full depth vibratory consolidation methods to
minimize segregation and voids. It is recommended that use of sulfate resistant cement be utilized in the concrete
mix.
The installation of the piers should be observed by a representative of the geotechnical engineer to verify
piers are bearing in suitable strata. The piers should be inspected for plumb, hole cleanout, and placement of
reinforcing steel. Casing and dewatering of the holes will be required and the contractor should have casing
equipment available on-site should the need arise. Cohesionless silty sands were observed within the depths of
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the drilled pier. Therefore, some caving of the sidewall should be anticipated during drilling. contractor shall use
casing or other methods to stabilize the sidewalls during drilling.
Please unsure that the requirements contained herein are reflected in any construction plans developed for
this site. In order to minimize the chances of water damage to the structure(s), an exterior perimeter drain is
recommended for structures built on this site. This drain may flow into a sump pit fitted with a pump or may flow
to a suitable ‘daylight’ outside of the structure.
9.2 Shallow Spread Footings
Alternatively, The self storage facility at the project site can be supported by shallow spread footings.
Variable soil conditions encountered in the project site shall be mitigated as outlined in this section. The owner
should understand and accept the risk that even after the mitigation, there will be foundation movement due to
natural wetting and drying cycles of the foundation subgrade. Excessive wetting and drying will result in
proportional movement of the foundation, sometimes in excess of the estimated movement provided in this report.
Shallow spread-type footings founded on undisturbed in-situ soils, bearing at a minimum of 3-ft below
the lowest finished grade, in conjunction with the recommended site preparation and moisture protection
provisions, can be used to support the proposed structures at the project site. A maximum allowable soil bearing
pressure of 2,500 pounds per square foot (psf) is recommended for the design of shallow spread-type footings
bearing on undisturbed in-situ soils.
Footings shall have a width of 4-ft. Allowable bearing capacities shall be reduced by 750 psf for footing
width between 4-ft and 6-ft. Please contact our office for capacity recommendations for footing width over 6-ft.
Interior footings located in areas not susceptible to frost penetration shall bear on materials prepared in accordance
with the same criteria specified for full depth footings. Interior footings, bearing on undisturbed in-situ soils,
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founded at minimum depth of 1-ft below the lowest finished grade shall be designed for a maximum allowable
bearing capacity of 2,000 psf. Interior footings capacity shall be reduced by 500 psf for footing width over 6-ft.
Table 6 Allowable Bearing Capacities
Minimum Bearing Depth Allowable Bearing
Capacity (psf)
Max Footing Width
(ft)
Reduction in Bearing
Capacity (psf)
3-ft (for frost protection) 2,500 4 to 6 750
1-ft (interior footing) 2,000 4 to 6 500
In order to minimize the sensitivity of the structure to differential movement, the footings and walls should
be reinforced to allow for a degree of load re-distribution should a localized zone of the supporting soils become
saturated. Stem walls should either be positively separated from the floor slabs or reinforced to prevent cracking
at the slab stem wall interface.
Significant moisture increase in the in-situ soils could create additional and/or excessive movements in
some areas of the site. Accordingly, the site drainage and moisture protection provisions, recommended in this
report are critical design considerations.
Prior to placing concrete, all bearing surfaces must be cleared of all loose material. Disturbed material
may only be re-compacted with guidance from, and after contacting this office.
To verify the soil conditions and soil bearing capacity, it is required that an open hole observation
be performed. The entire excavation must be dug down to final grade prior to the observation. If potentially
expansive clay, deleterious material, or other unsuitable conditions are found, additional over-excavation of some
or the entire site may be required – replacing inadequate soils with acceptable materials. Revised foundation
recommendations – such as the use of drilled piers – may also be required. Please call to schedule this
inspection.
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Ensure that the requirements contained herein are reflected in any construction plans developed for this
site. In order to minimize the chances of water damage to the structure(s), an exterior perimeter drain is
recommended for structures built on this site. This drain may flow into a sump pit fitted with a pump, or may
flow to a suitable ‘daylight’ outside of the structure.
Alternatively, for structures without basement, exterior perimeter drain can be eliminated, if a minimum
of 5-ft of non-pervious flatwork surrounds the structure. Irrigation lines and sprinkler heads shall undergo periodic
maintenance and inspection to detect and repair any leaks that may cause moisture infiltration and subsequent
saturation of foundation subgrade.
The risk for wetting of foundation soils can be reduced by carefully planned and maintained surface
drainage. The following precautions should be observed during construction and be maintained at all times after
the structure is completed. Excessive wetting or drying of open foundation excavations should be avoided as
much as possible during construction. Backfill adjacent to walls should be moisture conditioned. Any settlement
of backfill after completion of the structure should be repaired and positive drainage reestablished.
9.3 Exterior Flatwork
Exterior concrete flatwork not subject to vehicular loading, such as pedestrian sidewalks, may be
supported directly on subgrade soil compacted in accordance with Table 17 of this report. We recommend
extending the subgrade over-excavation and moisture conditioning, (as outlined in this report) to flatwork
immediately adjacent to the structure.
Exterior flatwork will likely experience seasonal movement. Therefore, some cracking and/or vertical
movement shall be anticipated. Exterior flatworks shall be structurally independent of building foundations except
at doorways, where vertical movement could impact doorway operation. At doorway locations, the adjacent
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flatwork shall be supported by thickened edge or shallow footings, extending below the frost line depth of 3 -ft.
We recommend using construction and control joints in accordance with ACI specifications
9.4 Post Construction Movement:
Based on experience, we estimate total movement of one inch for footings designed and constructed as
discussed in this report. Differential movement across individual buildings are estimated to be approximately ½
to ¾ times of the total settlement. To redu ce differential settlements between footings or along continuous
footings, footing loads should be as uniform as possible. Differentially loaded footings will settle at different
rates.
Table 7 Post Construction Movement
Description Movement
Total Movement 1 inch
Differential Movement ½ inch to ¾ inch
However, please note that higher magnitude of vertical movement on the order of several inches may
occur if the excessive wetting or excessive drying of the subgrade soils occur due to final drainage conditions and
/ or lack of periodic maintenance.
10.0 Seismic Consideration
Based on the chapter 20 of ASCE 7 / International Building Code (2012 IBC Table No. 1613.3.2), a site
classification of "D" shall be used for the structures in the proposed structure. The site classification is based on
the available geological data to an average depth of 100-ft and our previous experience with soil conditions in the
general project area.
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11.0 Slab on grade Construction:
The risk of Slab Performance at this site is judged to be low under current moisture conditions. However,
it must be understood, that changes in the water content of these soils may cause the soil to swell or shrink, which
may cause movement or cracking of slabs. However, if some movement of a slab is not acceptable, the proposed
structure should be constructed utilizing a structural floor system, rather than a slab.
Table 8 Slab Performance Risk
Building Slab Performance Risk
Proposed Red Rocks Self Storage at
Worthington Circle Low
Potential vertical movements, predominantly settlement, on the order of one and a half inch (unmitigated)
can be anticipated at this project site due to seasonal moisture variation of subgrade soils.
To further reduce the risk of movement, we recommend removal of a minimum of 3-ft of shallow fill
materials and replacing with re-compacted, and moisture conditioned on-site soils. Removal and re-compaction
of suitable onsite soils as outlined above shall significantly reduce the risk of movement of the slabs on grade on
the order of one inch. However, if up to one inch of movement of floor slab is not acceptable, the proposed
structure should be constructed utilizing a structural floor system, rather than a slab.
Should the owner elect to accept the risks of expansive / consolidating soils and the effects they may have
on slabs, the following measures have been shown to be helpful when constructing slabs. The following
information, however, must not be construed as an approval to construct slabs–on–grade.
Slabs should bear on proof-rolled and re-compacted materials. A proof-roll of the subgrade shall be
observed by the geotechnical engineer’s representative. They must not bear on thick lifts of gravel or other
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materials which may allow the migration of water below the slabs. However, up to 4 inches of gravel can be used
as a levelling course and as a capillary barrier.
If the on-site soils are not acceptable, it is preferable to bear slabs on non-expansive imported materials.
This will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit below 30
and a Plasticity Index between 10 and 15 are preferred.
Slabs shall be isolated from foundation components by slip joints constructed to allow the independ ent
movement of the slab. Slabs shall also be separated from any utility components by isolation joints. Mechanical
equipment resting on slabs must be fitted with expandable / collapsible sections in order to allow movement of
the slab without damage to the equipment or to the structure.
Non-bearing partition walls must be constructed with a minimum of 2 inches of float to allow for
movement of the slab without damaging any part of the structure. All doors shall be constructed with at least a
1-inch gap at floor level. It is the owner’s responsibility to monitor and maintain all floats and gaps as necessary.
If additional information on float is needed, please contact this office. A properly engineered and constructed
vapor barrier should be provided beneath slabs-on-grade that will be carpeted or receive moisture sensitive
coverings or adhesives.
Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects of the supporting
soils. Floor slabs must also be scored in accordance with the American Concrete Institute (ACI) recommendations
in order to control cracking of the slab due to shrinkage or other factors. These scores should be a maximum of
12 feet apart.
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12.0 Pavement Design Recommendation
It is our understanding that there will be light-duty, medium and heavy-duty pavement/parking associated
with the proposed construction. The following designs have been based on American Association of State
Highway and Transportation Officials (AASHTO) Guideline for Design of Pavement Structures. Areas within
the proposed pavement on the site have been divided into these categories based upon anticipated usage. We
assume that the final pavement grades will provide adequate drainage for the pavement areas and that water will
not be allowed to enter the pavement system by either edge penetration adjacent to landscape areas or penetration
from the surface due to surface ponding, or inadequate maintenance of pavement joints, or surface cracks that
may develop.
12.1 Subgrade Soils
Results of our laboratory testing indicate that the subgrade materials classify predominantly as sandy clays
and clayey sands. According to AASHTO General subgrade rating, onsite soils are rated as fair to poor. Based on
a CBR test value of 8, we estimated by correlation, a design R-value of 13 for the pavement design, a resilient
modulus (MR) of 3,929 psi and a modulus of subgrade reaction (k-value) of 80 pci by correlation.
12.2 Water Soluble Sulfates
Laboratory test results indicate 0.0% by dry weight of water-soluble sulfates, for selected samples.
Severity of potential exposure to water soluble sulfates is classified as moderate for this site. However, we
recommend using sulfate resistant cement for below grade structures.
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Table 9 Water Soluble Sulfates
Boring Depth (ft) Concentration of Water-
Soluble Sulfates (% dry wt.)
Severity of potential
exposure1
B-2 3 0.00 Class 0
B-4 3 0.00 Class 0
1- Severity of exposure potential classified as per 2015 CDOT pavement design manual
12.3 Soil Corrosivity
pH tests were conducted on selected samples. Test results indicate that the soils at the subject site can be
classified as moderately to highly corrosive. We recommend engaging a qualified corrosion engineer to review
the test results presented here and determine the need for appropriate level of corrosion protection for buried
metals.
Table 10 Soil Corrosivity
Boring Depth (ft)
pH Resistivity (Ώ-cm)
(Moist) (Distilled Water) (Calcium Chloride 0.01N)
B-2 3 8.6 7.9 7160
B-4 3 8.4 7.8 2801
12.4 Traffic Estimate
Traffic estimates were not available during the preparation of this report. For the purpose of this report, it
has been assumed that the three designs will be for general automotive parking areas, drive and traffic corridors.
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Table 11 Traffic Estimates
Areas 20-year ESAL
Light Duty 24,500
Medium Duty 45,000
Heavy Duty 72,500
12.5 Pavement Design
For design purposes, local drainage characteristics of proposed pavements areas are considered fair. These
characteristics, coupled with the approximate duration of saturated subgrade conditions, results in a design
drainage coefficient of 0.90 when applying the AASHTO criteria for design.
For the flexible pavement design, a terminal serviceability index of 2.00 was utilized along with an initial
serviceability of 4.2. An inherent reliability of 70% and design life of 20 years was assumed.
The recommendations provided shall be compared to the local agency pavement design standards and in
the event of any conflict; the more stringent specification shall be adopted.
In addition to the flexible pavement design analysis, a rigid pavement design analysis was completed,
based upon AASHTO design procedures. Rigid pavement design is based on an evaluation of the Modulus of
Subgrade Reaction of the soils (K-value), the Modulus of Rupture if the concrete, and other factors previously
outlined. A modulus of rupture of 600 psi was used for the pavement concrete.
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Table 12 Pavement Design Alternatives
Traffic Area
Moisture
Conditioned
Subgrade Thickness
Alternative
Recommended Pavement Section Thickness (inches)
Aggregate
Base Course
Plant Mixed
Bituminous
Pavement
Portland Cement
Concrete
Pavement
Total
Light Duty
12 inches A 5.0 in. 5.0 in.
12 inches B 4.0 in. 3.5 in. 7.5 in.
12 inches C 5.0 in. 5.0 in.
Medium Duty
12 inches D 5.5 in. 5.5 in.
12 inches E 4.0 in. 4.0 in. 8.0 in.
12 inches F 5.0 in. 5.0 in.
Heavy Duty
12 inches G 6.0 in. 6.0 in.
12 inches H 6.0 in. 4.0 in. 10.0 in.
12 inches I 6.0 in. 6.0 in.
Sidewalks 12 inches 4.0 in. 4.0 In.
Loading Docks
and Dumpster
Pads
12 inches 7.0 in. 7.0 In.
12.6 Subgrade Preparation
For the pavement to perform adequately, final grades shall provide adequate drainage and that water will
not be allowed to enter the pavement system by either edge penetration adjacent to landscape areas or penetration
from the surface due to surface ponding, or inadequate maintenance of pavement joints, or surfa ce cracks that
may develop. If water is allowed to permeate into the pavement subgrade, shrinking or swelling of the moisture
conditioned subgrade soils may occur.
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Each alternative should be investigated with respect to current material availability and ec onomic
conditions. Rigid concrete pavement, a minimum thickness of 7 inches is recommended for fire lanes, locations
of loading docks and dumpsters where trash trucks park and load.
The subgrade shall be proof rolled using a rubber-tired equipment with a gross vehicle weight not less
than 30,000 lbs.; such as a fully loaded water truck. A minimum of three passes should be made. The proof rolling
should be observed by Triax Engineering. If proof roll cannot be achieved, the subgrade shall need to be stabilized.
Due to expansive characteristics of onsite clay soils, moisture conditioning of subgrade soils up to a depth
of 4-ft is required. Moisture conditioning can be achieved by excavating to recommended depth and placing the
excavated soils in 8 inch thick maximum loose lifts at a minimum of 95% of maximum dry density within +1 to
+4 percentage points of optimum moisture content.
Aggregate base course (if used on the site) should consist of a blend of sand and gravel that meets
specifications for quality and gradation. The use of materials meeting Colorado Department of Transportation
(CDOT) Class 6 base course specifications is recommended. All asphalt pavements shall conform to
specifications in CDOT section 401 Standard Specifications for Road and Bridge Construction.
The pavements constructed on the subgrades such as the one encountered at this site may be subjected to
swell / consolidation related movements. Hence, periodic maintenance such as crack sealing and surface finishing
are anticipated. Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation. The location and extent of the joints should be based upon the final pavement
geometry and should be placed (in feet) at roughly twice the slab thickness (in inches) on center in either direction.
Sawed joints should be cut within 24-hours of concrete placement and should be a minimum of 25% of the slab
thickness plus ¼ inch. All joints should be sealed to prevent entry of foreign material and dowelled where
necessary to provide load transfer.
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It is important that any existing organic and compressible soils (the upper soils which contain organic
materials such as leaves, roots, etc.) be removed and the exposed subgrade be properly prepared prior to pavement
installation. The subgrade should be scarified to the required depth and then compacted to 95 percent of the
maximum dry density as obtained by ASTM D698 and moisture content between 0 to +3 percentage points of
optimum moisture content. Base course material should be placed immediately upon completion of the subgrade
compaction operation to prevent drying of the soils due to exposure.
13.0 Lateral Loads:
The ultimate passive soil resistance against edges of footings, grade beams, etc., with properly compacted
(non-expansive) backfill, should be considered as being equal to forces exerted by a fluid of 55 pounds per cubic
foot (PCF) unit weight.
Below grade walls must be designed for lateral loads. For "active" conditions, the walls should be
designed for an equivalent fluid pressure of 40 PCF for properly compacted backfill. For "at rest" conditions,
equivalent fluid pressures of 55 PCF should be used. For "passive" conditions, equivalent fluid pressures of 255
PCF (without factor of safety) should be used. These loads do not include swelling pressures, hydrostatic loads
or surcharge loads, such as sloping backfill or vehicles.
Table 13 Equivalent fluid pressures
Equivalent Fluid Pressure Clayey Sand
(On-site Soils)
CDOT Class 1 Structural backfill
(Properly Compacted)
Active 40 pcf 45 pcf
Passive (without factor of safety) 255 pcf 255 pcf
At rest 55 pcf 60 pcf
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The above values are for properly compacted backfill. These values are not valid for submerged
conditions.
14.0 Drainage
An exterior foundation perimeter drain is recommended in order to protect the structure from
water damage. Foundation wall must be braced or be supported by first floor framing prior to backfilling the
foundation.
The risk for wetting of foundation soils can be reduced by carefully planned and maintained surface
drainage. The following precautions should be observed during construction and be maintained at all times after
the structure is completed.
Excessive wetting or drying of open foundation excavations should be avoided as much as possible during
construction. Backfill adjacent to foundation walls should be moistened and compacted. Any settlement of
backfill after completion of the structure should be repaired and positive drainage reestablished.
The ground surface surrounding the structures should be sloped to drain away from the structures in all
directions. A minimum slope of 12 inches in the first 10 feet should be achieved and maintained after construction.
Roof downspouts and drains for the structures should discharge to the surface well beyond the limits of all
backfill. Irrigated landscaping should not be placed within 5 to 10 feet of the foundation walls.
Plastic membranes should not be used to cover the ground surface immediately surrounding the structures.
These membranes trap moisture and prevent normal evaporation from occurring. Geotextile fabrics are a suitable
option to control weed growth and allow some evaporation.
In order to minimize the chances of water damage to the structures, an exterior perimeter drain is
recommended for any structures built on this site. This drain may flow into a sump pit fitted with a pump or may
flow to a suitable ‘daylight’ outside of these structures.
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15.0 Site Retaining Walls
Shallow spread-type footings founded on undisturbed in-situ soils, bearing at minimum depth of 3-feet
below the lowest finished grade (for frost protection), in conjunction with the recommended site preparation and
moisture protection provisions, can be used to support the site retaining walls.
Table 14 Shallow Bearing Capacities
Elevation (ft) Allowable Bearing Capacity (psf)
3-ft below grade 2,500
Allowable soil bearing pressure as provided above is recommended for the design of shallow spread-type
footings bearing on undisturbed in-situ soils and founded at a minimum depth of 3-feet below the lowest finished
grade at the site (or that required by local jurisdiction; whichever is greater) for frost protection.
For structural design purposes the following parameters can be used for the site retaining walls. It is
anticipated that the retaining walls will be constructed with the clayey sands fill encountered in our borings.
Table 15 Structural Design Parameters
Angle of Repose 340 (1.5H:1V) (Clayey Sands)
Coefficient of Friction for sliding 0.36 between sandy clays and Concrete
Angle of Internal Friction 260
Cohesion 400 psf
Total Unit Weight 110 pcf
For structural backfill and behind the retaining wall, properly compacted CDOT class 1 structural backfill
shall be utilized. In order to minimize the sensitivity of the structure to differential movement, the footings and
walls should be reinforced to allow for a degree of load re-distribution should a localized zone of the supporting
soils become saturated.
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Significant moisture increase in the in-situ soils could create additional and/or excessive movements in
some areas of the site. Accordingly, the site drainage and moisture protection provisions, recommended in this
report are critical design considerations.
Prior to placing concrete, all bearing surfaces must be cleared of all loose material. Disturbed material
may only be re-compacted with guidance from, and after contacting this office.
To verify the soil conditions and soil bearing capacity, it is required that an open hole observation be
performed. The entire excavation must be dug down to final grade prior to the observation. If potentially
expansive clay, deleterious material, or other unsuitable conditions are found, additional over-excavation of some
or the entire site may be required – replacing inadequate soils with acceptable materials. Revised foundation
recommendations – such as the use of drilled piers – may also be required. Please call to schedule this
inspection.
We recommend a foundation drain for the retaining walls built on this project site. Retaining walls shall
have minimum 12-inch-thick drainage layer or engineered drainage board between the wall and the backfill to
relieve hydrostatic pressure.
The recommendations provided here are applicable only to cast-in-place concrete or modular block walls
up to 5 feet in height. If taller single walls, tiered walls, or Mechanically Stabilized Earth (MSE) walls will be
included in the proposed development, additional site-specific studies and laboratory testing will be required.
16.0 Site Preparation:
Organic material, manmade fill, and any debris or deleterious materials should be removed from the
foundation area and wasted off site or used for non-structural purposes. Structural fill material (or processed on-
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site sandy soils) must be placed in 8 inches loose layers and compacted to 6-inch lifts and compacted to 95 percent
of the Standard Proctor maximum dry density within 2 percent of the optimum moisture content.
Structures supported by insufficiently compacted structural fill may settle. Any fill utilized for non-
structural purposes – such as landscape backfill – must be compacted to a minimum of 90 percent of maximum
dry density as determined by ASTM D 698. In hot, windy or dry weather, the site should be periodically wetted
with a water spray if needed to maintain its moisture content and not dry out excessively.
17.0 Use of existing soils
The owner should understand and accept the potential risk of increased movement if on-site soils are used
as structural fill. Onsite soils shall not be used for structural fill purposes. Onsite soils used for general or
landscape fill shall be free of debris, organic materials and other deleterious materials.
However, due to previous construction activities, there is a potential for the presence of debris within the
excavation depths. If debris or other deleterious materials are encountered during excavation, part or whole of the
excavated soils shall not be used for structural fill purposes. Suitability of existing soils for use as fill material
outlined above shall be verified by the geotechnical engineer during construction phase. The excavation may
expose deleterious soils, soft spots, construction debris, trash, landfill or other contaminants. In such case,
additional quantities of removal and replacement than specified in this report may be required.
Table 16 Use of onsite soils
Soil type Acceptable location for placement
Clayey Sands (SC) Landscape, trench backfill, pavements,
embankments and other general use
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18.0 Structural Fill and Compaction Requirements:
Any select structural fill used at the site should have a Liquid Limit less than 35 and a Plasticity Index
between 10 and 15. The fill should contain no particles greater than 3 inches in diameter. The percent passing
U.S. Standard Sieve No. 4 should be between 40 and 80 percent and passing Sieve No. 40 between 10 and 50
percent. The percent passing Sieve No. 200 should be less than 50 percent. The fill materials shall be placed in
loose lifts not to exceed 8 inches and compacted to as outlined in the following table.
If the existing grade must be raised to attain the finish grade elevation, select fill should be placed,
compacted and tested for compaction compliance by Triax Engineering, LLC.
Non plastic granular soils that may allow migration of water shall not be used in combination with clay
subgrades to minimize the risk of developing a bathtub effect.
Table 17 Compaction Specifications
Soil Type Dry Density Moisture Content
Slab on Grade (import / suitable onsite) Min. 95% (ASTM D 698) -2 to +2% of Optimum Moisture
Structural fill (import) Min. 95% (ASTM D 698) -2 to +2% of Optimum Moisture
Class 6 ABC / Imported Structural fill Min. 95% (ASTM D 698) -2 to +2% of Optimum Moisture
Onsite soils – General Fill Min. 95% (ASTM D 698) -2 to +2% of Optimum Moisture
Flatwork Min. 95% (ASTM D 698) -2 to +2% of Optimum Moisture
19.0 Excavations and Shoring:
Excavations may expose deleterious soils, soft spots, construction debris, trash, landfill or other
contaminants, especially in an urban setting. In such cases, additional quantities of removal and replacement than
specified in this report may be required. Demolition of parts of the existing building may expose construction
debris or other problem areas with unsuitable soils. Such debris or unsuitable materials shall be removed and
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Triax Engineering, LLC
replaced with compacted structural fill or other suitable remediation methods. Other remediation methods, if used,
shall be approved by our office.
If the risk of movement cannot be accepted, select structural fill shall be utilized underneath the
foundations, if shallow foundations are chosen.
Excavations should not remain open for extended periods of time, permitting wetting or drying of the
bearing materials. Moisture changes of the bearing materials may increase the risk for movement. Care should
be taken when working near the sides of excav ations at all times, and the slopes should be monitored by onsite
personnel during construction for evidence of sloughing, bulging or toppling of the sidewalls or cracking at the
ground surface. Surcharge loading at the top of the cut by equipment, materials, or vehicles must be avoided,
since surcharge loading will increase the risk of caving. Spoils of the excavation must be placed a minimum of 5
horizontal feet from the edge of the excavation. Final evaluation of excavations, excavation slopes and soil and
bedrock materials exposed in excavations should be done during construction by the contractors “competent
person” as required by OSHA guidelines.
Due to the soil types present, shoring or stabilization of the excavation may be necessary at this site. An
open-hole observation should be performed if required by the local municipality or if there are any concerns
regarding excavation safety or stability. If the proposed excavation is within 10’ of any existing structure, or if
potential property damage or safety is an issue, some form of shoring may be required.
20.0 Excavations and Slopes:
Based on the soil type encountered at the project site, temporary excavations in silty sands shall have a
minimum slope of 1.5H:1V. Project scope did not include a detailed slope stability analysis.
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Table 18 Temporary Excavation slopes
Soil Type Temporary Slopes Long Term Slopes
Silty Sands 1.5H:1V 3H:1V or greater (less steep)
A detailed slope stability analysis shall be conducted if the slopes will exceed a height of 5-ft and / or the
slope will experience any surcharge, such as from traffic or other structures.
Surcharge loading at the top of the cut by equipment, materials, or vehicles must be avoided, since
surcharge loading will increase the risk of caving. Spoils of the excavation must be placed a minimum of 5
horizontal feet from the edge of the excavation. Final evaluation of excavations, excavation slopes and soil and
bedrock materials exposed in excavations should be done during construction by the contractors “competent
person” as required by OSHA guidelines.
21.0 Limitations:
In any subsurface investigation, limited data is available from which to formulate soil descriptions and
generate recommendations for foundations and related construction components. The analysis and
recommendations presented in this report are based upon the data obtained from the borings performed at the
indicated locations. The report does not reflect variations that may occur between borings across the site. The
samples taken are indicative of the subsurface materials at the time and at the location the samples were taken.
Precipitation, seasonal changes, and excavating are just a few of the factors, which may create changes in the
composition of the site. If variations then appear evident, it will be necessary to re-evaluate our recommendations
after performing on-site observations and tests to establish the engineering significance of any variations.
This report does not address nor was intended to address any environmental issues, hazardous materials
or toxic waste issues, or other subsurface situations or conditions other than those described within this report.
The project geotechnical engineer declares that the findings, recommendations and/or professional advice
contained herein have been made and this report prepared in accordance with generally accepted professional
GEOTECHNICAL ENGINEERING❖QA/QC TESTING AND INSPECTIONS❖ENVIRONMENTAL SITE ANALYSES
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engineering practice in the fields of geotechnical engineering and engineering geology. No other warranties are
implied or expressed.
This report is valid until site conditions change due to disturbance (cut and fill grading) or changes to
nearby drainage conditions, or for 3 years from the date of this report, whichever occurs first. Beyond this
validation date, Triax shall not accept any liability associated with the engineering recommendations in the report,
particularly if the site conditions have changed. If this report is desired for use for design purposes beyond this
validation date, we highly recommend drilling additional borings so that we can verify the subsurface conditions
and validate the recommendations in this report."
This report is intended for the sole use of Red Rocks Self Storage Worthington, LLC and approved agents
during the construction of the above mentioned project site. This office cannot be responsible for any conclusions
or recommendations made by other parties based upon the data contained herein.
Boring # Depth (ft)
B-1 25
B-2 25
B-3 35
B-4 45
B-5 25
B-6 35
B-7 25
B-8 25
B-9 7
B-10 7
Red Rocks Self-Storage at Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Boring Location Plan
Project No: D21G125
Not to Scale
Top Soil / Vegetation
Reddish Brown Clayey Sand
45
40
35
30
25
20
15
10
5
0
8
9
9
16
50@5"
25
50@3"
6
13.6
12.5
10.8
9.9
13.2
19.1
21.9
26.7
43.5
44.6
67.8
-0.1
0.0
28
24
32
14
7
19
103.4
112.5
105.3
SC
SM
CL
SS
CA
SS
CA
SS
SS
CA
SS
1963
3327
1027
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
04/30/2021 04/30/2021
-105.09498600
Log of Boring:B-1
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
SW Corner of the Proposed Storage Building
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
25 20 N/A
40.55404978 5050
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 1
Top Soil / Vegetation
Reddish Brown Clayey Sand
45
40
35
30
25
20
15
10
5
0
7
6
10
11
8
13
16
6
15.0
14.0
14.2
12.3
14.2
19.4
44.2
60.5
0.0
-0.1
25
24
11
11
108.9
110.2
107.3
SC
CL
SS
CA
SS
CA
SS
CA
SS
CA
1170
2367
586
0.000
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
04/30/2021 04/30/2021
-105.09457300
Log of Boring:B-2
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
SE Corner of the Proposed Storage Building
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
25 20 N/A
40.55433700 5050
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 2
Top Soil / Vegetation
Reddish Brown Clayey Sand
Gray/Olive Claystone
45
40
35
30
25
20
15
10
5
0
7
10
10
10
14
9
60
50@5"
50@4"
50@1"
21.3
8.3
13.3
11.6
10.6
18.0
18.7
15.6
21.0
45.5
64.3
26.7
-0.3
0.0
23
23
29
8
8
10
116.5
118.6
109.4
SC
CL
SC
SS
CA
SS
CA
SS
SS
CA
SS
SS
CA
633
1864
3018
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
04/30/2021 04/30/2021
-105.09520636
Log of Boring:B-3
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
100-ft NW of Boring 1
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
35 30 N/A
40.55418134 5051
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 3
Top Soil / Vegetation
Reddish Brown Clayey Sand
Reddish Brown Silty Sand
Gray/Olive Claystone
45
40
35
30
25
20
15
10
5
0
5
16
12
17
19
9
50
50@6"
50@2''
50@2''
50@2''
50@1''
20.2
20.3
12.8
14.7
11.4
18.7
19.7
17.1
20.1
23.1
20.7
13.9
48.0
22.4
23.7
-0.3
-1.5
-0.1
NV
NV
NV
NV
NV
NV
107.6
113.1
100.0
105.0
116.8
SM
SM
SM
SS
CA
SS
CA
SS
SS
CA
SS
SS
CA
SS
CA
901
1894
4054
0.000
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
04/30/2021 04/30/2021
-105.09508426
Log of Boring:B-4
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
Center of the Proposed Storage Building
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
45 30 N/A
40.55446647 5051
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 4
Top Soil / Vegetation
Reddish Brown Clayey Sand
Reddish Brown Silty Sand
Gray/Olive Claystone
45
40
35
30
25
20
15
10
5
0
7
6
17
16
8
10
50@5"
50@5"
22.4
14.8
8.2
7.1
8.7
8.9
12.9
21.6
37.6
26.1
0.1
0.0
28
22
15
5
100.0
107.3
92.1
SC
SM
SS
CA
SS
CA
SS
SS
CA
SS
953
2201
810
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
04/30/2021 04/30/2021
-105.09534537
Log of Boring:B-5
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
NW Corner of the Proposed Storage Building
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
25 25 N/A
40.55435945 5052
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 5
Top Soil / Vegetation
Reddish Brown Clayey Sand
Gray/Olive Claystone
45
40
35
30
25
20
15
10
5
0
5
6
9
9
10
17
33
50@5"
50@5"
50@5"
26.1
24.6
17.9
17.5
20.0
16.5
28.8
19.7
25.6
26.6
71.7
23.8
31.1
-0.1
0.0
20
NV
NV
17
NV
NV
100.0
111.3
109.7
107.6
CL
SM
SM
SS
CA
SS
CA
SS
CA
SS
SS
CA
SS
996
1509
1251
9204
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
05/03/2021 05/03/2021
-105.09508200
Log of Boring:B-6
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
NE Corner of the Proposed Storage Building
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
35 20 N/A
40.55472400 5052
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 6
Top Soil / Vegetation
Reddish Brown Clayey Sand
Gray/Olive Claystone
45
40
35
30
25
20
15
10
5
0
5
7
4
7
6
8
8
60
22.6
23.3
13.2
12.6
14.8
20.5
18.9
15.7
71.6
46.8
-0.1
0.0
31
30
15
15
96.7
105.5
110.0
111.6
CL
SC
SS
CA
SS
CA
SS
CA
SS
CA
1839
905
580
4284
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
04/30/2021 04/30/2021
-105.09516416
Log of Boring:B-7
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
Proposed West Storage Building
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
25 20 N/A
40.55393908 5051
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 7
Top Soil / Vegetation
Reddish Brown Clayey Sand
Gray/Olive Claystone
45
40
35
30
25
20
15
10
5
0
5
10
7
10
6
9
50@6"
50@4"
17.4
13.9
19.1
13.3
13.9
21.3
17.2
27.2
54.9
21.6
-0.3
-0.1
34
NV
20
NV
116.4
117.7
107.9
CL
SM
SS
CA
SS
CA
SS
CA
SS
SS
1882
3226
1739
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
05/03/2021 05/03/2021
-105.09482726
Log of Boring:B-8
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
Proposed East Storage Building
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
25 20 N/A
40.55465618 5048
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 8
Top Soil / Vegetation
Reddish Brown Silty Sand
45
40
35
30
25
20
15
10
5
0
6
12
7
12
15.6
13.7
12.7
14.2
41.5
0.0
NV NV
115.4
108.2
SM
SS
CA
SS
CA
3255
2690
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
05/03/2021 05/03/2021
-105.09479400
Log of Boring:B-9
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
Proposed South Parking Lot
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
7 N/A N/A
40.55414800 5050
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 9
Top Soil / Vegetation
Reddish Brown Clayey Sand
45
40
35
30
25
20
15
10
5
0
11
23
15
18
14.4
6.8
8.0
8.6
55.6
-1.9
33 20
100.7
110.3
CL
SS
CA
SS
CA
710
1823
Soil Stratigraphic boundaries represent approximate boundary lines between
different soil / rock types. Actual transition may be gradual.
Proposed Red Rock Self Storage @ Worthington Circle
140 lbs 30 In.
04/30/2021 04/30/2021
-105.09541200
Log of Boring:B-10
Project Name:
Location:DEPTH(feet)SAMPLES
SymbolBlows/FootMATERIAL DESCRIPTION
LABORATORY TESTS
HAMMER WEIGHT:DROP:
ELEVATION AND DATUM:
DATE STARTED:DATE FINISHED:
TOTAL DEPTH (ft.):GROUND WATER (ft):
LOGGED BY:MoistureContent(%)% Fines% SwellLiquidLimit (LL)PlasticityIndex (PI)USCSDuring Drilling:NDD (psf)ADDRESS:2525 Worthington Circle,
Lat:Long:Elev:ft.
After 48 Hrs:
Proposed West Parking Lot
UCS (psf)Water Sol. Sulfates3020100Moisture Content (%)
Fort Collins,CO 80526
Benjamin Ntumba
7 N/A N/A
40.55428100 5052
Plate:Project No.:Triax Engineering, LLC 5350 Broadway Denver CO 80216
PH: 720.230.1931 FAX: 720.230.5471 Email: info@triaxgeo.comD21G125 10
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 1 13.6
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 3 12.5 103.4 1963 0.10
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 5 10.8 43.5 28 14 SC A6(2)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 7 9.9 112.5 3327
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 10 13.2 44.6 24 7 SM A4(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 15 19.1 105.3 1027 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 20 21.9
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 13Page 1 of 12
B1 15 19.1 105.3 1027 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 20 21.9
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B1 25 26.7 67.8 32 19 CL A6(10)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B2 1 15.0
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B2 3 14.0 108.9 8.6
/
7.9
0.00 7160 1170
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B2 5 14.2
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B2 7 12.3 110.2 44.2 25 11 SC A6(1)2367 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B2 10 14.2
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 2 of 13Page 2 of 12
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B2 10 14.2
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B2 15 19.4 107.3 60.5 24 11 CL A6(4)586 0.10
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 1 21.3
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 3 8.3 116.5 633 0.30
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 5 13.3 45.5 23 8 SC A4(1)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 7 11.6 118.6 1864
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 10 10.6
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 15 18.0 64.3 23 8 CL A4(2)
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 3 of 13Page 3 of 12
B3 10 10.6
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 15 18.0 64.3 23 8 CL A4(2)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 20 18.7 109.4 3018 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 25 15.6
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B3 30 21.0 26.7 29 10 SC A24(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 1 20.2
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 3 20.3 107.6 901 0.30
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 5 12.8 8.4
/
7.8
0.00 2801
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 4 of 13Page 4 of 12
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 5 12.8 8.4
/
7.8
0.00 2801
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 7 14.7 113.1 48.0 NV NV SM A4(0)1894
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 10 11.4
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 15 18.7
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 20 19.7 100.0 4054
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 25 17.1 22.4 NV NV SM A24(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 30 20.1
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 35 23.1 105.0 1.50
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 5 of 13Page 5 of 12
B4 30 20.1
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 35 23.1 105.0 1.50
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 40 20.7 23.7 NV NV SM A24(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B4 45 13.9 116.8 0.10
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 1 22.4
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 3 14.8 100.0 953 0.10
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 5 8.2 37.6 28 15 SC A6(1)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 7 7.1 107.3 2201
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 10 8.7 26.1 22 5 SM A24(0)
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 6 of 13Page 6 of 12
B5 7 7.1 107.3 2201
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 10 8.7 26.1 22 5 SM A24(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 15 8.9
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 20 12.9 92.1 810 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B5 25 21.6
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 1 26.1
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 3 24.6 100.0 996 0.10
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 5 17.9
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 7 17.5 111.3 1509
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 7 of 13Page 7 of 12
(ft)Fines Co.
B6 5 17.9
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 7 17.5 111.3 1509
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 10 20.0 71.7 30 17 CL A6(9)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 15 16.5 109.7 1251
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 20 28.8
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 25 19.7 23.8 NV NV SM A24(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 30 25.6 107.6 9204 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 35 26.6 31.1 NV NV SM A24(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 8 of 13Page 8 of 12
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B6 35 26.6 31.1 NV NV SM A24(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 1 22.6
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 3 23.3 96.7 71.6 31 15 CL A6(9)1839
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 5 13.2
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 7 12.6 105.5 905 0.10
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 10 14.8
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 15 20.5 110.0 580 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 20 18.9 46.8 30 15 SC A6(3)
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 9 of 13Page 9 of 12
B7 15 20.5 110.0 580 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 20 18.9 46.8 30 15 SC A6(3)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B7 25 15.7 111.6 4284
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 1 17.4
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 3 13.9 116.4 1882 0.30
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 5 19.1 54.9 34 20 CL A6(7)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 7 13.3 117.7 3226
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 10 13.9
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 15 21.3 107.9 1739 0.10
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 10 of 13Page 10 of 12
B8 10 13.9
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 15 21.3 107.9 1739 0.10
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 20 17.2 21.6 NV NV SM A24(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B8 25 27.2
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B9 1 15.6
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B9 3 13.7 115.4 3255 0.00
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B9 5 12.7 41.5 NV NV SM A4(0)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B9 7 14.2 108.2 2690
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B9 17 13.7
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 11 of 13Page 11 of 12
Bor. Boring, MC Moisture Content (%), NDD Natural Dry Density (pcf), % Fines (passing 200)(%), LL Liquid Limit (%), PI Plasticity
Index (%), USCS USCS Classification, AASHTO AASHTO Classification, pH pH in Distilled Water / pH in Cacl2, Su Water Soluble
Sulfates (% by dry mass), Cl Water Soluble Chlorides (% by dry mass), Res Resistivity at insitu Moisture Content (ohm.cm), UCS
Unconfined Compressive Strength (psf), %Sw/Co. Percent Swell / Consolidation
(ft)Fines Co.
B9 7 14.2 108.2 2690
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B9 17 13.7
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B10 1 14.4
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B10 3 6.8 100.7 710 1.90
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B10 5 8.0 55.6 33 20 CL A6(7)
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B10 7 8.6 110.3 1823
Bor. #Depth
(ft)
MC NDD %
Fines
LL PI USCS AASHTO pH Su Cl Res UCS %Sw/
Co.
B10 17 7.4
Summary of Laboratory Test
Results
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 12 of 13Page 12 of 12
Boring Number:B1 Sample Number:633
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21662
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):121.6pcf
Dry Unit Weight (pcf):108.1pcf
Moisture Content (%):12.5
Average Height of Specimen (in):3.976
Average Diameter of Specimen (in):1.949
Max Strain:3%
Unconfined Compressive Strength (psf):1963
Unconfined Compressive
Strength
MF0102000001Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 1 of 77
Boring Number:B1 Sample Number:633
Specimen Number:2 Sample Depth:3ft
Soil Description:RED/BROWN CLAYEY SAND
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):12.5 Wet Density of Soil(pcf):116.3 Dry Density (pcf):103.4 % Swell / Consolidation:0.10
Swell Consolidation Test SO:SW000001Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 2 of 77
Test Date:05/07/2021 Lab ID:21663
Boring No:B1 Depth (ft):5
Soil Description:RED/BROWN CLAYEY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
4.75 MM (NO. 4)100.0
2 MM (NO. 10)99.9
425 ΜM (NO. 40)95.8
300 ΜM (NO. 50)90.3
150 ΜM (NO. 100)70.7
75 ΜM (NO. 200)43.5
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.0 Percent Sand:56.5 Percent Fines:43.5
Liquid Limit:28 Plasticity Index:14
USCS Classification:SC AASHTO Classification:A6(2)
Sieve Analysis SO:SAS000001Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 3 of 77
Boring Number:B1 Sample Number:633
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21664
Soil Description:RED/BROWN CLAYEY SANDY
Unconfined Compressive Strength:Wet Unit Weight (pcf):121pcf
Dry Unit Weight (pcf):110.1pcf
Moisture Content (%):9.9
Average Height of Specimen (in):3.985
Average Diameter of Specimen (in):1.944
Max Strain:3.5%
Unconfined Compressive Strength (psf):3327
Unconfined Compressive
Strength
MF0102000002Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 4 of 77
Test Date:05/07/2021 Lab ID:21665
Boring No:B1 Depth (ft):10
Soil Description:RED/BROWN SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
4.75 MM (NO. 4)100.0
2 MM (NO. 10)99.8
425 ΜM (NO. 40)90.0
300 ΜM (NO. 50)83.5
150 ΜM (NO. 100)65.1
75 ΜM (NO. 200)44.6
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.0 Percent Sand:55.4 Percent Fines:44.6
Liquid Limit:24 Plasticity Index:7
USCS Classification:SM AASHTO Classification:A4(0)
Sieve Analysis SO:SAS000002Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 5 of 77
Boring Number:B1 Sample Number:633
Sample Depth:15ft Specimen Number:6
Triax Soil ID:21666
Soil Description:RED/BROWN SILTY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):127pcf
Dry Unit Weight (pcf):106.6pcf
Moisture Content (%):19.1
Average Height of Specimen (in):3.978
Average Diameter of Specimen (in):1.944
Max Strain:6.5%
Unconfined Compressive Strength (psf):1027
Unconfined Compressive
Strength
MF0102000003Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 6 of 77
Boring Number:B1 Sample Number:633
Specimen Number:6 Sample Depth:15ft
Soil Description:RED/BROWN SILTY SAND
Swell / Consolidation Chart
No Movement due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):19.1 Wet Density of Soil(pcf):125.4 Dry Density (pcf):105.3 % Swell / Consolidation:0.00
Swell Consolidation Test SO:SW000002Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 7 of 77
Test Date:05/07/2021 Lab ID:21668
Boring No:B1 Depth (ft):25
Soil Description:RED/BROWN SANDY LEAN CLAY
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.9
2 MM (NO. 10)99.1
425 ΜM (NO. 40)92.3
300 ΜM (NO. 50)89.0
150 ΜM (NO. 100)80.2
75 ΜM (NO. 200)67.8
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.1 Percent Sand:32.1 Percent Fines:67.8
Liquid Limit:32 Plasticity Index:19
USCS Classification:CL AASHTO Classification:A6(10)
Sieve Analysis SO:SAS000003Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 8 of 77
Boring Number:B2 Sample Number:634
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21670
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):124.5pcf
Dry Unit Weight (pcf):109.2pcf
Moisture Content (%):14.0
Average Height of Specimen (in):3.980
Average Diameter of Specimen (in):1.935
Max Strain:5%
Unconfined Compressive Strength (psf):1170
Unconfined Compressive
Strength
MF0102000004Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 9 of 77
pH of Soils (ASTM D4972)
Water used:Deionized Water (type ii)Calcium Chloride Reagent:Stock Solution
Test Method:Method A (pH Meter)
Soil pH in Water:8.6 Soil pH in CaCl :7.9
Water Soluble Sulfates (CPL2103)
Sulfate Concentration (ppm):0 Sulfate Concentration ( percent Sulfate in Soil by mass):0.00
Severity of Potential Exposure (CDOT):Class 0
Soil Resistivity (ASTM G57)
Resistivity Chart:
Minimum Resistivity Ohm.cm:6350
Resisitivty at InSitu Moisture Content (Ohm.cm):7160
2
Laboratory Test Results for
Soil
SO:CHE000001Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 10 of 77
Boring Number:B2 Sample Number:634
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21672
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):130.7pcf
Dry Unit Weight (pcf):116.4pcf
Moisture Content (%):12.3
Average Height of Specimen (in):3.984
Average Diameter of Specimen (in):1.945
Max Strain:5.5%
Unconfined Compressive Strength (psf):2367
Unconfined Compressive
Strength
MF0102000005Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 11 of 77
Test Date:05/07/2021 Lab ID:21672
Boring No:B2 Depth (ft):7
Soil Description:BROWN CLAYEY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
4.75 MM (NO. 4)100.0
2 MM (NO. 10)96.3
425 ΜM (NO. 40)91.8
300 ΜM (NO. 50)74.9
150 ΜM (NO. 100)65.0
75 ΜM (NO. 200)44.2
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.0 Percent Sand:55.8 Percent Fines:44.2
Liquid Limit:25 Plasticity Index:11
USCS Classification:SC AASHTO Classification:A6(1)
Sieve Analysis SO:SAS000004Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 12 of 77
Boring Number:B2 Sample Number:634
Specimen Number:4 Sample Depth:7ft
Soil Description:RED/BROWN CLAYEY SAND
Swell / Consolidation Chart
No Movement due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):12.3 Wet Density of Soil(pcf):123.7 Dry Density (pcf):110.2 % Swell / Consolidation:0.00
Swell Consolidation Test SO:SW000003Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 13 of 77
Test Date:05/07/2021 Lab ID:21674
Boring No:B2 Depth (ft):15
Soil Description:RED/BROWN SANDY LEAN CLAY
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.9
2 MM (NO. 10)99.6
425 ΜM (NO. 40)90.4
300 ΜM (NO. 50)84.7
150 ΜM (NO. 100)73.8
75 ΜM (NO. 200)60.5
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.1 Percent Sand:39.5 Percent Fines:60.5
Liquid Limit:24 Plasticity Index:11
USCS Classification:CL AASHTO Classification:A6(4)
Sieve Analysis SO:SAS000005Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 14 of 77
Boring Number:B2 Sample Number:634
Sample Depth:15ft Specimen Number:6
Triax Soil ID:21674
Soil Description:RED/BROWN SANDY LEAN CLAY
Unconfined Compressive Strength:Wet Unit Weight (pcf):124.3pcf
Dry Unit Weight (pcf):104.1pcf
Moisture Content (%):19.4
Average Height of Specimen (in):3.974
Average Diameter of Specimen (in):1.945
Max Strain:4.5%
Unconfined Compressive Strength (psf):586
Unconfined Compressive
Strength
MF0102000006Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 15 of 77
Boring Number:B2 Sample Number:634
Specimen Number:6 Sample Depth:15ft
Soil Description:RED/BROWN SANDY LEAN CLAYEY
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):19.4 Wet Density of Soil(pcf):128.1 Dry Density (pcf):107.3 % Swell / Consolidation:0.10
Swell Consolidation Test SO:SW000004Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 16 of 77
Boring Number:B3 Sample Number:635
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21678
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):121.6pcf
Dry Unit Weight (pcf):112.3pcf
Moisture Content (%):8.3
Average Height of Specimen (in):3.980
Average Diameter of Specimen (in):1.948
Max Strain:6%
Unconfined Compressive Strength (psf):633
Unconfined Compressive
Strength
MF0102000007Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 17 of 77
Boring Number:B3 Sample Number:635
Specimen Number:2 Sample Depth:3ft
Soil Description:RED/BROWN CLAYEY SAND
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):8.3 Wet Density of Soil(pcf):126.2 Dry Density (pcf):116.5 % Swell / Consolidation:0.30
Swell Consolidation Test SO:SW000005Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 18 of 77
Test Date:05/07/2021 Lab ID:21679
Boring No:B3 Depth (ft):5
Soil Description:RED/BROWN CLAYEY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.4
2 MM (NO. 10)97.2
425 ΜM (NO. 40)84.9
300 ΜM (NO. 50)78.7
150 ΜM (NO. 100)63.8
75 ΜM (NO. 200)45.5
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.6 Percent Sand:53.9 Percent Fines:45.5
Liquid Limit:23 Plasticity Index:8
USCS Classification:SC AASHTO Classification:A4(1)
Sieve Analysis SO:SAS000006Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 19 of 77
Boring Number:B3 Sample Number:635
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21680
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):131.8pcf
Dry Unit Weight (pcf):118.1pcf
Moisture Content (%):11.6
Average Height of Specimen (in):3.975
Average Diameter of Specimen (in):1.941
Max Strain:9.6%
Unconfined Compressive Strength (psf):1864
Unconfined Compressive
Strength
MF0102000008Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 20 of 77
Test Date:05/07/2021 Lab ID:21682
Boring No:B3 Depth (ft):15
Soil Description:RED/BROWN SANDY LEAN CLAY
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)98.7
2 MM (NO. 10)94.8
425 ΜM (NO. 40)86.7
300 ΜM (NO. 50)84.3
150 ΜM (NO. 100)78.3
75 ΜM (NO. 200)64.3
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:1.3 Percent Sand:34.5 Percent Fines:64.3
Liquid Limit:23 Plasticity Index:8
USCS Classification:CL AASHTO Classification:A4(2)
Sieve Analysis SO:SAS000007Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 21 of 77
Boring Number:B3 Sample Number:635
Sample Depth:20ft Specimen Number:7
Triax Soil ID:21683
Soil Description:GRAY/OLIVE CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):133.2pcf
Dry Unit Weight (pcf):112.3pcf
Moisture Content (%):18.7
Average Height of Specimen (in):3.981
Average Diameter of Specimen (in):1.938
Max Strain:4.5%
Unconfined Compressive Strength (psf):3018
Unconfined Compressive
Strength
MF0102000009Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 22 of 77
Boring Number:B3 Sample Number:635
Specimen Number:7 Sample Depth:20ft
Soil Description:GRAY/OLIVE SANDY CLAY
Swell / Consolidation Chart
No Movement due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):18.7 Wet Density of Soil(pcf):129.9 Dry Density (pcf):109.4 % Swell / Consolidation:0.00
Swell Consolidation Test SO:SW000006Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 23 of 77
Test Date:05/07/2021 Lab ID:21685
Boring No:B3 Depth (ft):30
Soil Description:BROWN/OLIVE CLAYEY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
19 MM (3/4 INCH)100.0
12.5 MM (1/2 INCH)94.6
9.5 MM (3/8 INCH)91.0
4.75 MM (NO. 4)85.6
2 MM (NO. 10)83.0
425 ΜM (NO. 40)80.6
300 ΜM (NO. 50)79.4
150 ΜM (NO. 100)56.5
75 ΜM (NO. 200)26.7
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:14.4 Percent Sand:58.9 Percent Fines:26.7
Liquid Limit:29 Plasticity Index:10
USCS Classification:SC AASHTO Classification:A24(0)
Sieve Analysis SO:SAS000008Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 24 of 77
Boring Number:B4 Sample Number:636
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21688
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):125.5pcf
Dry Unit Weight (pcf):104.4pcf
Moisture Content (%):20.3
Average Height of Specimen (in):3.985
Average Diameter of Specimen (in):1.946
Max Strain:12%
Unconfined Compressive Strength (psf):901
Unconfined Compressive
Strength
MF0102000010Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 25 of 77
pH of Soils (ASTM D4972)
Water used:Deionized Water (type ii)Calcium Chloride Reagent:Stock Solution
Test Method:Method A (pH Meter)
Soil pH in Water:8.4 Soil pH in CaCl :7.8
Water Soluble Sulfates (CPL2103)
Sulfate Concentration (ppm):0 Sulfate Concentration ( percent Sulfate in Soil by mass):0.00
Severity of Potential Exposure (CDOT):Class 0
Soil Resistivity (ASTM G57)
Resistivity Chart:
Minimum Resistivity Ohm.cm:2801
Resisitivty at InSitu Moisture Content (Ohm.cm):2801
2
Laboratory Test Results for
Soil
SO:CHE000002Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 26 of 77
Boring Number:B4 Sample Number:636
Specimen Number:2 Sample Depth:3ft
Soil Description:RED/BROWN CLAYEY SAND
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):20.3 Wet Density of Soil(pcf):129.4 Dry Density (pcf):107.6 % Swell / Consolidation:0.30
Swell Consolidation Test SO:SW000007Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 27 of 77
Boring Number:B4 Sample Number:636
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21690
Soil Description:RED/BROWN SILTY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):129.3pcf
Dry Unit Weight (pcf):112.7pcf
Moisture Content (%):14.7
Average Height of Specimen (in):3.982
Average Diameter of Specimen (in):1.950
Max Strain:9.5%
Unconfined Compressive Strength (psf):1894
Unconfined Compressive
Strength
MF0102000011Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 28 of 77
Test Date:05/07/2021 Lab ID:21690
Boring No:B4 Depth (ft):7
Soil Description:RED/BROWN SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.7
2 MM (NO. 10)98.9
425 ΜM (NO. 40)90.9
300 ΜM (NO. 50)85.7
150 ΜM (NO. 100)70.7
75 ΜM (NO. 200)48.0
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.3 Percent Sand:51.7 Percent Fines:48.0
Liquid Limit:NV Plasticity Index:NV
USCS Classification:SM AASHTO Classification:A4(0)
Sieve Analysis SO:SAS000009Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 29 of 77
Boring Number:B4 Sample Number:636
Sample Depth:20ft Specimen Number:7
Triax Soil ID:21693
Soil Description:RED/BROWN SILTY CLAY
Unconfined Compressive Strength:Wet Unit Weight (pcf):130.1pcf
Dry Unit Weight (pcf):108.7pcf
Moisture Content (%):19.7
Average Height of Specimen (in):3.986
Average Diameter of Specimen (in):1.947
Max Strain:4.5%
Unconfined Compressive Strength (psf):4054
Unconfined Compressive
Strength
MF0102000012Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 30 of 77
Test Date:05/07/2021 Lab ID:21694
Boring No:B4 Depth (ft):25
Soil Description:LIGHT BROWN SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
4.75 MM (NO. 4)100.0
2 MM (NO. 10)99.7
425 ΜM (NO. 40)96.1
300 ΜM (NO. 50)93.6
150 ΜM (NO. 100)40.9
75 ΜM (NO. 200)22.4
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.0 Percent Sand:77.6 Percent Fines:22.4
Liquid Limit:NV Plasticity Index:NV
USCS Classification:SM AASHTO Classification:A24(0)
Sieve Analysis SO:SAS000010Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 31 of 77
Boring Number:B4 Sample Number:636
Specimen Number:10 Sample Depth:35ft
Soil Description:GRAY/OLIVE SILTY SAND
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):23.1 Wet Density of Soil(pcf):129.3 Dry Density (pcf):105.0 % Swell / Consolidation:1.50
Swell Consolidation Test SO:SW000008Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 32 of 77
Test Date:05/07/2021 Lab ID:21697
Boring No:B4 Depth (ft):40
Soil Description:GRAY/OLIVE SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
19 MM (3/4 INCH)100.0
12.5 MM (1/2 INCH)97.3
9.5 MM (3/8 INCH)90.5
4.75 MM (NO. 4)84.5
2 MM (NO. 10)80.2
425 ΜM (NO. 40)76.5
300 ΜM (NO. 50)75.1
150 ΜM (NO. 100)53.9
75 ΜM (NO. 200)23.7
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:15.5 Percent Sand:60.8 Percent Fines:23.7
Liquid Limit:NV Plasticity Index:NV
USCS Classification:SM AASHTO Classification:A24(0)
Sieve Analysis SO:SAS000011Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 33 of 77
Boring Number:B4 Sample Number:636
Specimen Number:12 Sample Depth:45ft
Soil Description:GRAY/OLIVE SANDY CLAY
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):13.9 Wet Density of Soil(pcf):133.0 Dry Density (pcf):116.8 % Swell / Consolidation:0.10
Swell Consolidation Test SO:SW000009Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 34 of 77
Boring Number:B5 Sample Number:637
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21700
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):123.8pcf
Dry Unit Weight (pcf):107.8pcf
Moisture Content (%):14.8
Average Height of Specimen (in):3.975
Average Diameter of Specimen (in):1.944
Max Strain:4%
Unconfined Compressive Strength (psf):953
Unconfined Compressive
Strength
MF0102000013Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 35 of 77
Boring Number:B5 Sample Number:637
Specimen Number:2 Sample Depth:3ft
Soil Description:RED/BROWN CLAYEY SAND
Swell / Consolidation Chart
Swelling due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):14.8 Wet Density of Soil(pcf):114.8 Dry Density (pcf):100.0 % Swell / Consolidation:0.10
Swell Consolidation Test SO:SW000010Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 36 of 77
Test Date:05/07/2021 Lab ID:21701
Boring No:B5 Depth (ft):5
Soil Description:RED/BROWN CLAYEY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
19 MM (3/4 INCH)100.0
12.5 MM (1/2 INCH)98.0
9.5 MM (3/8 INCH)94.3
4.75 MM (NO. 4)86.4
2 MM (NO. 10)75.5
425 ΜM (NO. 40)57.9
300 ΜM (NO. 50)54.0
150 ΜM (NO. 100)46.4
75 ΜM (NO. 200)37.6
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:13.6 Percent Sand:48.8 Percent Fines:37.6
Liquid Limit:28 Plasticity Index:15
USCS Classification:SC AASHTO Classification:A6(1)
Sieve Analysis SO:SAS000012Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 37 of 77
Boring Number:B5 Sample Number:637
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21702
Soil Description:RED/BROWN SILTY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):118.8pcf
Dry Unit Weight (pcf):111pcf
Moisture Content (%):7.1
Average Height of Specimen (in):3.985
Average Diameter of Specimen (in):1.939
Max Strain:3%
Unconfined Compressive Strength (psf):2201
Unconfined Compressive
Strength
MF0102000014Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 38 of 77
Test Date:05/07/2021 Lab ID:21703
Boring No:B5 Depth (ft):10
Soil Description:RED/BROWN SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
4.75 MM (NO. 4)100.0
2 MM (NO. 10)98.6
425 ΜM (NO. 40)77.4
300 ΜM (NO. 50)65.5
150 ΜM (NO. 100)40.4
75 ΜM (NO. 200)26.1
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.0 Percent Sand:73.9 Percent Fines:26.1
Liquid Limit:22 Plasticity Index:5
USCS Classification:SM AASHTO Classification:A24(0)
Sieve Analysis SO:SAS000013Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 39 of 77
Boring Number:B5 Sample Number:637
Sample Depth:20ft Specimen Number:7
Triax Soil ID:21705
Soil Description:OLIVE/BROWN SILTY SAND AND BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):123.5pcf
Dry Unit Weight (pcf):109.4pcf
Moisture Content (%):12.9
Average Height of Specimen (in):3.970
Average Diameter of Specimen (in):1.950
Max Strain:5%
Unconfined Compressive Strength (psf):810
Unconfined Compressive
Strength
MF0102000015Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 40 of 77
Boring Number:B5 Sample Number:637
Specimen Number:7 Sample Depth:20ft
Soil Description:OLIVE/BROWN SILTY SAND AND BROWN CLAYEY SAND
Swell / Consolidation Chart
No Movement due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):12.9 Wet Density of Soil(pcf):104.0 Dry Density (pcf):92.1 % Swell / Consolidation:0.00
Swell Consolidation Test SO:SW000011Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 41 of 77
Boring Number:B6 Sample Number:638
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21708
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):123.3pcf
Dry Unit Weight (pcf):99pcf
Moisture Content (%):24.6
Average Height of Specimen (in):3.981
Average Diameter of Specimen (in):1.944
Max Strain:9%
Unconfined Compressive Strength (psf):996
Unconfined Compressive
Strength
MF0102000016Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 42 of 77
Boring Number:B6 Sample Number:638
Specimen Number:2 Sample Depth:3ft
Soil Description:RED/BROWN CLAYEY SAND
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):24.6 Wet Density of Soil(pcf):124.6 Dry Density (pcf):100.0 % Swell / Consolidation:0.10
Swell Consolidation Test SO:SW000012Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 43 of 77
Boring Number:B6 Sample Number:638
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21710
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):128.8pcf
Dry Unit Weight (pcf):109.6pcf
Moisture Content (%):17.5
Average Height of Specimen (in):3.987
Average Diameter of Specimen (in):1.943
Max Strain:6%
Unconfined Compressive Strength (psf):1509
Unconfined Compressive
Strength
MF0102000017Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 44 of 77
Test Date:05/07/2021 Lab ID:21711
Boring No:B6 Depth (ft):10
Soil Description:RED/BROWN LEAN CLAY WITH SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
4.75 MM (NO. 4)100.0
2 MM (NO. 10)98.5
425 ΜM (NO. 40)93.2
300 ΜM (NO. 50)91.0
150 ΜM (NO. 100)83.5
75 ΜM (NO. 200)71.7
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.0 Percent Sand:28.3 Percent Fines:71.7
Liquid Limit:30 Plasticity Index:17
USCS Classification:CL AASHTO Classification:A6(9)
Sieve Analysis SO:SAS000014Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 45 of 77
Boring Number:B6 Sample Number:638
Sample Depth:15ft Specimen Number:6
Triax Soil ID:21712
Soil Description:RED/BROWN SANDY CLAY
Unconfined Compressive Strength:Wet Unit Weight (pcf):132.2pcf
Dry Unit Weight (pcf):113.5pcf
Moisture Content (%):16.5
Average Height of Specimen (in):3.993
Average Diameter of Specimen (in):1.929
Max Strain:10%
Unconfined Compressive Strength (psf):1251
Unconfined Compressive
Strength
MF0102000018Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 46 of 77
Test Date:05/07/2021 Lab ID:21714
Boring No:B6 Depth (ft):25
Soil Description:GRAY/OLIVE SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.7
2 MM (NO. 10)98.8
425 ΜM (NO. 40)95.1
300 ΜM (NO. 50)92.9
150 ΜM (NO. 100)40.5
75 ΜM (NO. 200)23.8
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.3 Percent Sand:75.9 Percent Fines:23.8
Liquid Limit:NV Plasticity Index:NV
USCS Classification:SM AASHTO Classification:A24(0)
Sieve Analysis SO:SAS000015Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 47 of 77
Boring Number:B6 Sample Number:638
Sample Depth:30ft Specimen Number:9
Triax Soil ID:21715
Soil Description:OLIVE/BROWN SILTY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):134.4pcf
Dry Unit Weight (pcf):107pcf
Moisture Content (%):25.6
Average Height of Specimen (in):3.980
Average Diameter of Specimen (in):1.941
Max Strain:6.5%
Unconfined Compressive Strength (psf):9204
Unconfined Compressive
Strength
MF0102000019Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 48 of 77
Boring Number:B6 Sample Number:638
Specimen Number:9 Sample Depth:30ft
Soil Description:OLIVE/BROWN SILTY SAND
Swell / Consolidation Chart
No Movement due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):25.6 Wet Density of Soil(pcf):135.2 Dry Density (pcf):107.6 % Swell / Consolidation:0.00
Swell Consolidation Test SO:SW000013Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 49 of 77
Test Date:05/07/2021 Lab ID:21716
Boring No:B6 Depth (ft):35
Soil Description:GRAY/OLIVE SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
19 MM (3/4 INCH)100.0
12.5 MM (1/2 INCH)92.5
9.5 MM (3/8 INCH)91.3
4.75 MM (NO. 4)88.4
2 MM (NO. 10)85.8
425 ΜM (NO. 40)83.1
300 ΜM (NO. 50)82.0
150 ΜM (NO. 100)59.4
75 ΜM (NO. 200)31.1
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:11.6 Percent Sand:57.3 Percent Fines:31.1
Liquid Limit:NV Plasticity Index:NV
USCS Classification:SM AASHTO Classification:A24(0)
Sieve Analysis SO:SAS000016Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 50 of 77
Boring Number:B7 Sample Number:639
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21718
Soil Description:RED/BROWN SANDY CLAY
Unconfined Compressive Strength:Wet Unit Weight (pcf):119.1pcf
Dry Unit Weight (pcf):96.6pcf
Moisture Content (%):23.3
Average Height of Specimen (in):3.981
Average Diameter of Specimen (in):1.946
Max Strain:13.1%
Unconfined Compressive Strength (psf):1839
Unconfined Compressive
Strength
MF0102000020Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 51 of 77
Test Date:05/07/2021 Lab ID:21718
Boring No:B7 Depth (ft):3
Soil Description:RED/BROWN LEAN CLAY WITH SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.7
2 MM (NO. 10)99.0
425 ΜM (NO. 40)94.9
300 ΜM (NO. 50)92.9
150 ΜM (NO. 100)85.7
75 ΜM (NO. 200)71.6
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.3 Percent Sand:28.1 Percent Fines:71.6
Liquid Limit:31 Plasticity Index:15
USCS Classification:CL AASHTO Classification:A6(9)
Sieve Analysis SO:SAS000017Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 52 of 77
Boring Number:B7 Sample Number:639
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21720
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):112.8pcf
Dry Unit Weight (pcf):100.2pcf
Moisture Content (%):12.6
Average Height of Specimen (in):3.975
Average Diameter of Specimen (in):1.942
Max Strain:5.5%
Unconfined Compressive Strength (psf):905
Unconfined Compressive
Strength
MF0102000021Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 53 of 77
Boring Number:B7 Sample Number:639
Specimen Number:4 Sample Depth:7ft
Soil Description:BROWN CLAYEY SAND
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):12.6 Wet Density of Soil(pcf):118.8 Dry Density (pcf):105.5 % Swell / Consolidation:0.10
Swell Consolidation Test SO:SW000014Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 54 of 77
Boring Number:B7 Sample Number:639
Sample Depth:15ft Specimen Number:6
Triax Soil ID:21722
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):125.1pcf
Dry Unit Weight (pcf):103.8pcf
Moisture Content (%):20.5
Average Height of Specimen (in):3.985
Average Diameter of Specimen (in):1.934
Max Strain:13%
Unconfined Compressive Strength (psf):580
Unconfined Compressive
Strength
MF0102000022Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 55 of 77
Boring Number:B7 Sample Number:639
Specimen Number:6 Sample Depth:15ft
Soil Description:BROWN CLAYEY SAND
Swell / Consolidation Chart
No Movement due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):20.5 Wet Density of Soil(pcf):132.5 Dry Density (pcf):110.0 % Swell / Consolidation:0.00
Swell Consolidation Test SO:SW000015Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 56 of 77
Test Date:05/07/2021 Lab ID:21723
Boring No:B7 Depth (ft):20
Soil Description:RED/BROWN CLAYEY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.0
2 MM (NO. 10)95.2
425 ΜM (NO. 40)79.4
300 ΜM (NO. 50)73.6
150 ΜM (NO. 100)60.8
75 ΜM (NO. 200)46.8
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:1.0 Percent Sand:52.2 Percent Fines:46.8
Liquid Limit:30 Plasticity Index:15
USCS Classification:SC AASHTO Classification:A6(3)
Sieve Analysis SO:SAS000018Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 57 of 77
Boring Number:B7 Sample Number:639
Sample Depth:25ft Specimen Number:8
Triax Soil ID:21724
Soil Description:OLIVE/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):134.1pcf
Dry Unit Weight (pcf):115.9pcf
Moisture Content (%):15.7
Average Height of Specimen (in):3.975
Average Diameter of Specimen (in):1.937
Max Strain:6%
Unconfined Compressive Strength (psf):4284
Unconfined Compressive
Strength
MF0102000023Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 58 of 77
Boring Number:B8 Sample Number:640
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21726
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):128.4pcf
Dry Unit Weight (pcf):112.7pcf
Moisture Content (%):13.9
Average Height of Specimen (in):3.976
Average Diameter of Specimen (in):1.952
Max Strain:9.6%
Unconfined Compressive Strength (psf):1882
Unconfined Compressive
Strength
MF0102000024Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 59 of 77
Boring Number:B8 Sample Number:640
Specimen Number:2 Sample Depth:3ft
Soil Description:RED/BROWN CLAYEY SAND
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):13.9 Wet Density of Soil(pcf):132.6 Dry Density (pcf):116.4 % Swell / Consolidation:0.30
Swell Consolidation Test SO:SW000016Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 60 of 77
Test Date:05/07/2021 Lab ID:21727
Boring No:B8 Depth (ft):5
Soil Description:RED/BROWN SANDY LEAN CLAY
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.8
2 MM (NO. 10)98.4
425 ΜM (NO. 40)85.6
300 ΜM (NO. 50)80.2
150 ΜM (NO. 100)67.5
75 ΜM (NO. 200)54.9
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.2 Percent Sand:44.9 Percent Fines:54.9
Liquid Limit:34 Plasticity Index:20
USCS Classification:CL AASHTO Classification:A6(7)
Sieve Analysis SO:SAS000019Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 61 of 77
Boring Number:B8 Sample Number:640
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21728
Soil Description:RED/BROWN SANDY CLAY
Unconfined Compressive Strength:Wet Unit Weight (pcf):129.1pcf
Dry Unit Weight (pcf):113.9pcf
Moisture Content (%):13.3
Average Height of Specimen (in):3.974
Average Diameter of Specimen (in):1.955
Max Strain:11.1%
Unconfined Compressive Strength (psf):3226
Unconfined Compressive
Strength
MF0102000025Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 62 of 77
Boring Number:B8 Sample Number:640
Sample Depth:15ft Specimen Number:6
Triax Soil ID:21730
Soil Description:RED/BROWN SANDY CLAY
Unconfined Compressive Strength:Wet Unit Weight (pcf):124.5pcf
Dry Unit Weight (pcf):102.6pcf
Moisture Content (%):21.3
Average Height of Specimen (in):3.982
Average Diameter of Specimen (in):1.950
Max Strain:13.1%
Unconfined Compressive Strength (psf):1739
Unconfined Compressive
Strength
MF0102000026Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 63 of 77
Boring Number:B8 Sample Number:640
Specimen Number:6 Sample Depth:15ft
Soil Description:BROWN CLAYEY SANDY
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:1000 psf
Moisture Content (%):21.3 Wet Density of Soil(pcf):130.9 Dry Density (pcf):107.9 % Swell / Consolidation:0.10
Swell Consolidation Test SO:SW000017Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 64 of 77
Test Date:05/07/2021 Lab ID:21731
Boring No:B8 Depth (ft):20
Soil Description:RED/BROWN SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.9
2 MM (NO. 10)99.9
425 ΜM (NO. 40)99.4
300 ΜM (NO. 50)98.3
150 ΜM (NO. 100)33.4
75 ΜM (NO. 200)21.6
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.1 Percent Sand:78.3 Percent Fines:21.6
Liquid Limit:NV Plasticity Index:NV
USCS Classification:SM AASHTO Classification:A24(0)
Sieve Analysis SO:SAS000020Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 65 of 77
Boring Number:B9 Sample Number:641
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21734
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):133.6pcf
Dry Unit Weight (pcf):117.5pcf
Moisture Content (%):13.7
Average Height of Specimen (in):3.988
Average Diameter of Specimen (in):1.932
Max Strain:5.5%
Unconfined Compressive Strength (psf):3255
Unconfined Compressive
Strength
MF0102000027Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 66 of 77
Boring Number:B9 Sample Number:641
Specimen Number:2 Sample Depth:3ft
Soil Description:RED/BROWN CLAYEY SAND
Swell / Consolidation Chart
No Movement due to wetting under constant pressure @ Surcharge Load:200 psf
Moisture Content (%):13.7 Wet Density of Soil(pcf):131.2 Dry Density (pcf):115.4 % Swell / Consolidation:0.00
Swell Consolidation Test SO:SW000018Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 67 of 77
Test Date:05/07/2021 Lab ID:21735
Boring No:B9 Depth (ft):5
Soil Description:RED/BROWN SILTY SAND
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)99.2
2 MM (NO. 10)99.0
425 ΜM (NO. 40)93.4
300 ΜM (NO. 50)88.1
150 ΜM (NO. 100)68.8
75 ΜM (NO. 200)41.5
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:0.8 Percent Sand:57.7 Percent Fines:41.5
Liquid Limit:NV Plasticity Index:NV
USCS Classification:SM AASHTO Classification:A4(0)
Sieve Analysis SO:SAS000021Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 68 of 77
Boring Number:B9 Sample Number:641
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21736
Soil Description:RED/BROWN SILTY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):134pcf
Dry Unit Weight (pcf):117.3pcf
Moisture Content (%):14.2
Average Height of Specimen (in):3.976
Average Diameter of Specimen (in):1.933
Max Strain:5%
Unconfined Compressive Strength (psf):2690
Unconfined Compressive
Strength
MF0102000028Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 69 of 77
Test Results
Moisture Content of
Subspecimen
Dry Unit Weight of
Specimen (kN/m³)
Dry Unit Weight of
Specimen (lbf/ft³)
Percent of Swell from
Specimen
Immersion Period (in
number of hours)
15.6 18.83 123.70 105.6 96
14.1 20.69 135.94 105.6 96
Measure of Penetration (in
inches)
Load Reading (in psi)
0.025 62.00
0.050 131.00
0.075 193.00
0.100 241.00
0.125 281.00
0.150 313.00
0.175 339.00
0.200 362.00
0.300 458.00
0.400 542.00
0.500 620.00
CBR @ 0.1 (inches):8.000
CBR @ 0.2 (inches):12.100
Test Date:05/07/2021
Lab Technician:Michael Puckett
ASTM D1883 MF0071000001Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 70 of 77
Test Results
Soil Classification:SC Clayey Sand, Sandy Clay
Mixtures
Color of Soil:RED/BROWN CLAYEY SAND
Sample Preparation Method Used:Moist
Percent of Water Content from As Received Sample:14
Percent Retain from 19 mm (3/4 in) Sieve:Percent Passing 19 mm (3/4 in) Sieve:
Compaction Method Used:Method C ( ASTM D698 12e2)Type of Rammer Used:Mechanical
Method Used for Specific Gravity Determination:Assumed
Proctor Curve:Specific Gravity of Sample:2.65
Maximum Dry Density:122.8
Optimum Moisture:10.9
Test Completed Date:05/13/2021
Test Completed By:Michael Puckett
ASTM D698 MF0066000001Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 71 of 77
Boring Number:B10 Sample Number:642
Specimen Number:2 Sample Depth:3ft
Soil Description:BROWN SAND WITH SILT AND GRAVEL
Swell / Consolidation Chart
Consolidation due to wetting under constant pressure @ Surcharge Load:200 psf
Moisture Content (%):6.8 Wet Density of Soil(pcf):107.5 Dry Density (pcf):100.7 % Swell / Consolidation:1.90
Swell Consolidation Test SO:SW000019Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 72 of 77
Test Date:05/07/2021 Lab ID:21740
Boring No:B10 Depth (ft):5
Soil Description:RED/BROWN SANDY LEAN CLAY
Sample Prep Procedure:OvenDried Test Method:Method A
Sieve Analysis Data
Sieve Size % Passing
9.5 MM (3/8 INCH)100.0
4.75 MM (NO. 4)98.9
2 MM (NO. 10)95.7
425 ΜM (NO. 40)85.7
300 ΜM (NO. 50)80.9
150 ΜM (NO. 100)69.3
75 ΜM (NO. 200)55.6
PAN 0.0
Percent Finer than #200 Sieve (Wash)Test Method:Method A
Percent Gravel:1.1 Percent Sand:43.2 Percent Fines:55.6
Liquid Limit:33 Plasticity Index:20
USCS Classification:CL AASHTO Classification:A6(7)
Sieve Analysis SO:SAS000022Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 73 of 77
Boring Number:B10 Sample Number:642
Sample Depth:3ft Specimen Number:2
Triax Soil ID:21739
Soil Description:BROWN SAND WITH SILT AND GRAVEL
Unconfined Compressive Strength:Wet Unit Weight (pcf):115.2pcf
Dry Unit Weight (pcf):107.9pcf
Moisture Content (%):6.8
Average Height of Specimen (in):3.981
Average Diameter of Specimen (in):1.953
Max Strain:2.5%
Unconfined Compressive Strength (psf):710
Unconfined Compressive
Strength
MF0102000029Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 74 of 77
Boring Number:B10 Sample Number:642
Sample Depth:7ft Specimen Number:4
Triax Soil ID:21741
Soil Description:RED/BROWN CLAYEY SAND
Unconfined Compressive Strength:Wet Unit Weight (pcf):122.3pcf
Dry Unit Weight (pcf):112.6pcf
Moisture Content (%):8.6
Average Height of Specimen (in):3.982
Average Diameter of Specimen (in):1.943
Max Strain:3.5%
Unconfined Compressive Strength (psf):1823
Unconfined Compressive
Strength
MF0102000030Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 75 of 77
Test Results
Moisture Content of
Subspecimen
Dry Unit Weight of
Specimen (kN/m³)
Dry Unit Weight of
Specimen (lbf/ft³)
Percent of Swell from
Specimen
Immersion Period (in
number of hours)
12.6 23.05 151.41 104.7 95
Measure of Penetration (in
inches)
Load Reading (in psi)
0.025 73.00
0.050 175.00
0.075 246.00
0.100 299.00
0.125 349.00
0.150 388.00
0.175 424.00
0.200 448.00
0.300 537.00
0.400 601.00
0.500 650.00
CBR @ 0.1 (inches):10.000
CBR @ 0.2 (inches):14.900
Test Date:05/07/2021
Lab Technician:Michael Puckett
ASTM D1883 MF0071000002Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 76 of 77
Test Results
Soil Classification:SM Silty Sand Color of Soil:RED/BROWN SILTY SAND
Sample Preparation Method Used:Moist
Percent of Water Content from As Received Sample:7
Percent Retain from 19 mm (3/4 in) Sieve:Percent Passing 19 mm (3/4 in) Sieve:
Compaction Method Used:Method C ( ASTM D698 12e2)Type of Rammer Used:Mechanical
Method Used for Specific Gravity Determination:Assumed
Proctor Curve:Specific Gravity of Sample:2.65
Maximum Dry Density:126.7
Optimum Moisture:9.0
Test Completed Date:05/13/2021
Test Completed By:Michael Puckett
ASTM D698 MF0066000002Report #:
Triax Engineering, LLC
5350 Broadway
Denver, CO 80216
Phone: 720.230.1931
Client:
Ms. Sarah Westfall
18435 West Colfax Avenue
Golden, CO 80401
Project:
D21G125
Self Storage @ Worthington Circle
2525 Worthington Circle
Fort Collins, CO 80526
Page 1 of 2Page 1 of 1Page 77 of 77
Location
24,500
Boring B-6 to B-9 Depth 1 to 10 feet
SM
USCS SM AASHTO Group Number
70.0 -0.524
0.44 2.0
13 --
3929
Calculated Design Structural Number:2.1
Layer Structural Coeff.Drain Coeff.Thickness (in.)Calculated SN
1 0.44 1 5 2.20
2.20
Layer Structural Coeff.Drain Coeff.Thickness (in.)Calculated SN
1 0.44 1 3 1/2 1.54
2 0.14 1 4 0.56
2.10
JOB NO.D21G125
Design R-value, R
Overall Standard Deviation, So
Reliability Level (%)
Pavement Thickness Calculation Input Parameters:
Soil Sample Information:
20-year Equivalent Single Axle Load Applications (ESAL)
Sample description
AASHTO Group Index:
Sevicability Loss, DPSI
Standard Normal Deviate, Zr
Material Desc.
Aggregate Base with R-value>=83
Self Storage at 2525 Worthington
OPTION A -Light Duty (ESAL=24500)
Material Desc.
Hot Mix Asphalt (HMA)
Equiv. Daily Load App. (EDLA)
MR =
Hot Mix Asphalt (HMA)
OPTION B -Light Duty (ESAL =24500)
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS
Self Storage at 2525 Worthington FIGURE NO. P-1A
Location
45,000
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
70.0 -0.524
0.44 2.0
13 --
3929
Calculated Design Structural Number:2.31
Layer Structural Coeff.Drain Coeff.Thickness (in.)Calculated
SN
1 0.44 1 5 1/2 2.42
2.42
Layer Structural Coeff.Drain Coeff.Thickness (in.)Calculated
SN
1 0.44 1 4 1.76
2 0.14 1 4 0.56
2.32
JOB NO.D21G125
Self Storage at 2525 Worthington
MR =
OPTION D - Medium Duty (ESAL=45000)
Material Desc.
20-year Equivalent Single Axle Load Applications (ESAL)
Sample description
Reliability Level (%)
Design R-value, R
Overall Standard Deviation, So
Equiv. Daily Load App. (EDLA)
Sevicability Loss, DPSI
Standard Normal Deviate, Zr
Hot Mix Asphalt (HMA)
OPTION E - Medium Duty (ESAL =45000)
Material Desc.
Hot Mix Asphalt (HMA)
Aggregate Base with R-value>=83
FIGURE NO. P-1A
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS
Self Storage at 2525 Worthington
Location
20-year Equivalent Single Axle Load Applications (ESAL)72,500
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Sample description Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
70.0 -0.524
0.44 2.0
13 --
3929
Calculated Design Structural Number:2.31
Layer Structural Coeff.Drain Coeff.Thickness (in.)Calculated SN
1 0.44 1 6 2.64
2.64
Layer Structural Coeff.Drain Coeff.Thickness (in.)Calculated SN
1 0.44 1 4 1.76
2 0.14 1 6 0.84
2.60
JOB NO.D21G125
Design R-value, R
Overall Standard Deviation, So
Reliability Level (%)
FIGURE NO. P-1A
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS
Self Storage at 2525 Worthington
Hot Mix Asphalt (HMA)
OPTION H - Heavy Duty (ESAL=72500)
Material Desc.
Hot Mix Asphalt (HMA)
Aggregate Base with R-value>=83
Self Storage at 2525 Worthington
MR =
OPTION G - Heavy Duty (ESAL=72500)
Material Desc.
Equiv. Daily Load App. (EDLA)
Sevicability Loss, DPSI
Standard Normal Deviate, Zr
Location
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Sample description Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
2.0 650.000
3400000.00 80.0
70.0 0.340
4.2 2.0
-0.524 0.9
2.5
Calculated Design Structural Number:4.65
Layer Design SN Thickness (in.)Calculated SN
1 4.39 5 4.90
4.90
Layer Design SN Thickness (in.)Calculated SN
1 4.65 5 4.90
4.90
Layer Design SN Thickness (in.)Calculated SN
1 4.86 7 5.35
JOB NO.D21G125
Modulus of Subgrade Reaction,k
Modulus of Rupture, S'c (psi)
Design Serviceablity Loss, ΔPSI
Standard Normal Deviate, Zr
Reliability Level (%)
Modulus of Elasticity, Ec (psi)
Terminal Serviceability, Pt
Self Storage at 2525 Worthington
Load Transfer Coefficient, J
OPTION- C Light Duty (ESAL =24500)
Material Desc.
20-year Equivalent Single Axle Load Applications (ESAL)
Drainage Coefficient, Cd
Loss of Support, LS
Overall Standard Deviation, So
Rigid Pavement
Material Desc.
Rigid Pavement
OPTION- F Medium Duty (ESAL =45000)
FIGURE NO. P-1B
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS
Self Storage at 2525 Worthington
Rigid Pavement
OPTION- I Medium Duty (ESAL =72500)
Material Desc.
Location
20-year Equivalent Single Axle Load Applications (ESAL)24500
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Sample description Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
70.0 -0.524
0.44 2.0
13.0 --
Resilient Modulus Calculation:
S1 = [(R - 5) / 11.29 + 3] =3.709 Mr =2555 x (CBR)^0.64 0
MR = 10[(S1 + 18.72) / 6.24]
MR = 3929
Design R-value based on removal and replacement. If proof rolling cannot be achieved, stabilization
may be required.
Pavement Thickness Calculation:
Log10(18kESAL) =[ZR x So] + [9.36 x log10 (SN + 1) - 0.20 + log10 (DPSI/(4.2 - 1.5))
(0.4+1094/(SN+1)5.19)
+ [2.32 x log10 (MR)] - 8.07
select Structural layer coeff:
Structural layer coeff:
select Base layer1 coeff:
select Base layer 1 coeff:
select Base layer2 coeff:
select Base layer 2 coeff:
"A""B"
4.389166 <4.400417
SN=2.1 (Choose SN such that "A" is less than "B")
Pavement Thickness:
Option A Option B
5 3.5 inches of Hot Mix Asphalt (HMA)SC=0.44
4
2.2 2.1 0
JOB NO.D21G125
Design CBR
Self Storage at 2525 Worthington
Light Duty
Hot Mix Asphalt (HMA)
0.44
Design R-value, R
Overall Standard Deviation, So
Reliability Level (%)
Equiv. Daily Load App. (EDLA)
Sevicability Loss, DPSI
Standard Normal Deviate, Zr
inches of Aggregate Base with R-value>=83SC=0.14
inches of SC=
Aggregate Base with R-value>=83
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS - FULL DEPTH
Self Storage at 2525 Worthington FIGURE NO. P-1B
0.14
Location
20-year Equivalent Single Axle Load Applications (ESAL)45000
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Sample description Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
70.0 -0.524
0.44 2.0
13.0 --
Resilient Modulus Calculation:
S1 = [(R - 5) / 11.29 + 3] =3.709 Mr =2555 x (CBR)^0.64 0
MR = 10[(S1 + 18.72) / 6.24]
MR = 3929
Design R-value based on removal and replacement. If proof rolling cannot be achieved, stabilization
may be required.
Pavement Thickness Calculation:
Log10(18kESAL) =[ZR x So] + [9.36 x log10 (SN + 1) - 0.20 + log10 (DPSI/(4.2 - 1.5))
+ [2.32 x log10 (MR)] - 8.07
select Structural layer coeff:
Structural layer coeff:
select Base layer1 coeff:
select Base layer 1 coeff:
select Base layer2 coeff:
select Base layer 2 coeff:
"A""B"
4.65321251 <4.6543721
SN=2.31 (Choose SN such that "A" is less than "B")
Pavement Thickness:
Option A Option B
5.5 4 inches of Hot Mix Asphalt (HMA)SC=0.44
4
2.42 2.32 0
JOB NO.D21G125
Standard Normal Deviate, Zr
(0.4+1094/(SN+1)5.19)
Self Storage at 2525 Worthington
Medium Duty
Reliability Level (%)
Design CBR
Hot Mix Asphalt (HMA)
0.44
Aggregate Base with R-value>=83
Design R-value, R
Overall Standard Deviation, So
Equiv. Daily Load App. (EDLA)
Sevicability Loss, DPSI
0.14
inches of Aggregate Base with R-value>=83SC=0.14
inches of SC=
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS - FULL DEPTH
Self Storage at 2525 Worthington FIGURE NO. P-1B
Location
72500
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Sample description Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
70.0 -0.524
0.44 2.0
13.0 --
Resilient Modulus Calculation:
S1 = [(R - 5) / 11.29 + 3] =3.709 Mr =2555 x (CBR)^0.64 0
MR = 10[(S1 + 18.72) / 6.24]
MR = 3929
Design R-value based on removal and replacement. If proof rolling cannot be achieved, stabilization
may be required.
Pavement Thickness Calculation:
Log10(18kESAL) =[ZR x So] + [9.36 x log10 (SN + 1) - 0.20 + log10 (DPSI/(4.2 - 1.5))
(0.4+1094/(SN+1)5.19)
+ [2.32 x log10 (MR)] - 8.07
select Structural layer coeff:
Structural layer coeff:
select Base layer1 coeff:
select Base layer 1 coeff:
select Base layer2 coeff:
select Base layer 2 coeff:
"A""B"
4.860338007 <4.868144146
SN=2.5 (Choose SN such that "A" is less than "B")
Pavement Thickness:
Option A Option B
6 4 inches of Hot Mix Asphalt (HMA)SC=0.44
6
2.64 2.6 0
JOB NO.D21G125
Self Storage at 2525 Worthington
Heavy Duty
Hot Mix Asphalt (HMA)
0.44
Aggregate Base with R-value>=83
20-year Equivalent Single Axle Load Applications (ESAL)
Equiv. Daily Load App. (EDLA)
Sevicability Loss, DPSI
Standard Normal Deviate, Zr
Design R-value, R
Overall Standard Deviation, So
Reliability Level (%)
0.14
Design CBR
inches of Aggregate Base with R-value>=83SC=0.14
inches of SC=
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS - FULL DEPTH
Self Storage at 2525 Worthington FIGURE NO. P-1B
Location
20-year Equivalent Single Axle Load Applications (ESAL)24500
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Sample description Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
2.0 650
3,400,000 80
70.0 0.34
4.2 0.9
-0.524 2.0
2.5
Pavement Thickness Calculation:
Log10(18kESAL) =ZR x So + 7.35 x log10 (D + 1) - 0.06 + log10 (DPSI/(4.5 - 1.5))
+(4.22-0.32xpt)xlog10(Sc'xCDx(D0.75-1.132)/(215.63xJx(D0.75-18.42/(Ec/k)0.25)))
"A""B"
4.389166084 <4.896519674
D=5 (Choose D such that "A" is less than "B")
Pavement Thickness:
5 inches of portland cement concrete (Min used)
JOB NO.D21G125
(1+1.624x107/(D+1)8.46)
Terminal Serviceability, Pt
Loss of Support, LS
Drainage Coefficient, Cd
Overall Standard Deviation, So
Modulus of Subgrade Reaction,k
Modulus of Rupture, S'c (psi)
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS
Self Storage at 2525 Worthington FIGURE NO. P-1
Self Storage at 2525 Worthington
Design Serviceablity Loss, DPSI
Standard Normal Deviate, Zr
Load Transfer Coefficient, J
Reliability Level (%)
Modulus of Elasticity, Ec (psi)
Location
20-year Equivalent Single Axle Load Applications (ESAL)45000
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Sample description Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
2.0 650
3,400,000 80
70.0 0.34
4.2 0.9
-0.524 2.0
2.5
Pavement Thickness Calculation:
Log10(18kESAL) =ZR x So + 7.35 x log10 (D + 1) - 0.06 + log10 (DPSI/(4.5 - 1.5))
+(4.22-0.32xpt)xlog10(Sc'xCDx(D0.75-1.132)/(215.63xJx(D0.75-18.42/(Ec/k)0.25)))
"A""B"
4.65321251 <4.89651967
D=5 (Choose D such that "A" is less than "B")
Pavement Thickness:
5 inches of portland cement concrete (Min used)
JOB NO.D21G125
(1+1.624x107/(D+1)8.46)
Terminal Serviceability, Pt
Loss of Support, LS
Drainage Coefficient, Cd
Overall Standard Deviation, So
Modulus of Subgrade Reaction,k
Modulus of Rupture, S'c (psi)
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS
Self Storage at 2525 Worthington FIGURE NO. P-1
Self Storage at 2525 Worthington
Design Serviceablity Loss, DPSI
Standard Normal Deviate, Zr
Load Transfer Coefficient, J
Reliability Level (%)
Modulus of Elasticity, Ec (psi)
Location
72500
Soil Sample Information:
Boring B-6 to B-9 Depth 1 to 10 feet
Sample description Brown Silty Sand
USCS SM AASHTO Group Number AASHTO Group Index:
Pavement Thickness Calculation Input Parameters:
2.0 650
3,400,000 80
70.0 0.34
4.2 0.9
-0.524 2.0
2.5
Pavement Thickness Calculation:
Log10(18kESAL) =ZR x So + 7.35 x log10 (D + 1) - 0.06 + log10 (DPSI/(4.5 - 1.5))
+(4.22-0.32xpt)xlog10(Sc'xCDx(D0.75-1.132)/(215.63xJx(D0.75-18.42/(Ec/k)0.25)))
"A""B"
4.860338007 <5.346365071
D=6 (Choose D such that "A" is less than "B")
Pavement Thickness:
6 inches of portland cement concrete (Min used)
JOB NO.D21G125
(1+1.624x107/(D+1)8.46)
20-year Equivalent Single Axle Load Applications (ESAL)
Modulus of Rupture, S'c (psi)
Design Serviceablity Loss, DPSI
Standard Normal Deviate, Zr
Load Transfer Coefficient, J
Reliability Level (%)
Modulus of Elasticity, Ec (psi)
Terminal Serviceability, Pt
FLEXIBLE PAVEMENT THICKNESS CALCULATIONS
Self Storage at 2525 Worthington FIGURE NO. P-1
Self Storage at 2525 Worthington
Loss of Support, LS
Drainage Coefficient, Cd
Overall Standard Deviation, So
Modulus of Subgrade Reaction,k
Typical Exterior Crawl Space Drain
TYPICAL EXTERIOR PERIMETER DRAIN
MOISTURE CONDITIONING ILLUSTRATION
Not to Scale
Moisture
Conditioned
Subgrade
Onsite
Soils
5-ft beyond building
perimeter on all sides
5-ft beyond building
perimeter on all sides
1. Over Excavation depth according to report
2. Each lift shall have a maximum compacted
thickness of 6 inches / 8 inches loose lift.
3. Each lift shall be compacted to a minimum of 95%
of max. dry density with in -2 to +2 percentage points
of optimum moisture content as obtained by ASTM
D398
4. Moisture conditioned soils shall be protected from
excessive evaporation / drying out until the
construction of slab on grade is complete.
Moisture Conditioning Illustration
Slab on Grade
Depth of Moisture Conditioning
as outlined in the report
GENERAL NOTES
Consistency of Fine – Grained Soils
Unconfined Compressive Strength, Qu,
psf
Standard Penetration
Blow Counts (N-Value)
Consistency
<500 0-1 Very Soft
500-1000 2-4 Soft
1000-2000 4-8 Medium Stiff
2000-4000 8-15 Stiff
4000-8000 15-30 Very Stiff
8000+ >30 Hard
Standard Penetration Blow
Counts (N-Value)
Consistency Terminology Nominal Particle Size
0-3 Very Loose Boulders Over 12 inch (300mm)
4-9 Loose Cobbles 12 in. to 3 in. (300mm to 75mm)
10-29 Medium Dense Gravel 3 in. to #4 Sieve (75mm to 4.75mm)
30-49 Dense Sand #4 to #200 Sieve (4.75 mm to 0.075 mm)
>50 Very Dense Silt/Clay Passing #200 Sieve (<0.075mm)
Term PI Range Slab
Performance
Risk Category
Representative %
Swell
(500 psf
Surcharge)
Representative %
Swell
(1000 psf
Surcharge)
Non Plastic 0 Low 0 to <3 0 to <2
Low Plasticity 1-10 Moderate 3 to <5 2 to <4
Medium Plasticity 11-30 High 5 to <8 4 to <6
High Plasticity >30 Very High ≥8 ≥6
The data collected by Triax Engineering, LLC during this investigation was used to provide geotechnical information and
recommendations regarding subsurface conditions on the site investigated, the effect of those conditions on the
proposed construction, and the foundation type for the named client. The stratification lines indicated on the boring log
are approximate, and subsurface conditions encountered during construction may differ from those presented herein.
This uncertainty cannot be eliminated because of the many variability’s associated with geology. For example material
and engineering characteristics of soil and bedrock may change more gradually or more quickly indicated in this report
and the actual engineering properties of non-sampled soil or rock may differ from interpretations. Quantitative
conclusions regarding the performance of geotechnical structures prior to construction are not possible because of the
complexity of subsurface conditions. Rather, engineering judgments and experience are used to estimate likely
geotechnical performance and provide the necessary recommendations. Put another way, we cannot be sure about what
is not visible, so the collected data and our training and experience are used to develop predictions and
recommendations. There are no guarantees or warranties implied or expressed.
The owner and/or client must understand that uncertainties are associated with geotechnical engineering, and they, the
owner and/or client, must determine the level of risk they are willing to accept for the proposed construction. The risks
can be reduced, but not eliminated, through more detailed investigation, which costs more money and takes more time,
and through any appropriate construction, which might be recommended as a result of that, more detailed investigation.
To reduce the level of uncertainty, this report was prepared only for the referenced client and for the proposed
construction indicated in the report. Unless authorized by us in writing, the owner will assume additional geotechnical
risk if this report is used for any construction that differs from that indicated in the report. Our firm should be consulted
well before changes in the proposed construction occur, such as the nature, size, configuration, orientation, or location
of any improvements. Additionally, the knowledge and experience of the local geotechnical practice is continually
expanding and it must be understood the presented recommendations were made according to the standard of practice
at the time of report issuance. If the construction occurs 1 or more years after issuance of the report, the owner and/or
client should contact our firm to determine if additional investigation or revised recommendations would be advisable.
The geotechnical practice in the Denver Region must consider the risk associated with expansive
Relative Density of Coarse Grained Soils Grain Size Terminology
Plasticity Description Slab Performance Risk
KEY TO CLASSIFICATION SYMBOLS USED ON BORING LOGS
MAJOR DIVISIONS GROUP SYMBOLS DESCRIPTIONS
GW Well-Graded Gravels, Gravel-Sand Mixtures,
Little or no Fines
GP Poorly-Graded Gravels, Gravel-Sand Mixtures,
Little or no Fines
GM Silty Gravels, Gravel-Sand-Silt Mixtures
GC Clayey Gravels, Gravel-Sand-Clay Mixtures
SW Well-Graded Sands, Gravelly Sands,
Little or no Fines
SP Poorly-Graded Sands, Gravelly Sands,
Little or no Fines
SM Silty Sands, Sand-Silt Mixtures
SC Clayey Sands, Sand-Clay Mixtures
ML
Inorganic Silts & Very Fine Sands, Rock Flour,
Silty or Clayey Fine Sands or Clayey Silts with
Slight Plasticty
CL
Inorganic Clays of Low to Medium Plasticity,
Gravelly Clays, Sandy Clays, Silty Clays,
Lean Clays
MH Inorganic Silts, Micaceous or Diatomaceous
Fine Sand or Silty Soils, Elastic Silts
CH Inorganic Clays of High Plasticity, Fat Clays
SANDSTONE
SILTSTONE
CLAYSTONE
SHALE
IGNEOUS BEDROCK
METAMORPHIC BEDROCK
GROUNDWATERSILTS & CLAYS More Than Half of Material is SMALLER Than No. 200 Sieve Size. FINE-GRAINED SOILS Liquid Limit SANDS More Than Half of Coarse Fraction is SMALLER Than No. 4 Sieve Size Sands With Fines (Appreciable Amount of Fines) Clean Sands (Little or no Fines) COARSE-GRAINED SOILS More Than Half of Material LARGER Than No. 200 Sieve size GRAVELS More Than Half of Coarse Faction is LARGER Than No. 4 Sieve Size Gravels With Fines (Appreciable Amount of Fines) Clean Gravels (Little or no Fines) FORMATIONAL MATERIALS Less Than 50 SILTS & CLAYS Liquid Limit Greater Than 50 Indicates Final Observed Groundwater Level
Indicates Initial Observed Groundwater Location
Geotechnical-Engineering Report
Important Information about This
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you – assumedly
a client representative – interpret and apply this
geotechnical-engineering report as effectively
as possible. In that way, clients can benefit from
a lowered exposure to the subsurface problems
that, for decades, have been a principal cause of
construction delays, cost overruns, claims, and
disputes. If you have questions or want more
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer.
Active involvement in the Geoprofessional Business
Association exposes geotechnical engineers to a
wide array of risk-confrontation techniques that can
be of genuine benefit for everyone involved with a
construction project.
Geotechnical-Engineering Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific
needs of their clients. A geotechnical-engineering study conducted
for a given civil engineer will not likely meet the needs of a civil-
works constructor or even a different civil engineer. Because each
geotechnical-engineering study is unique, each geotechnical-
engineering report is unique, prepared solely for the client. Those who
rely on a geotechnical-engineering report prepared for a different client
can be seriously misled. No one except authorized client representatives
should rely on this geotechnical-engineering report without first
conferring with the geotechnical engineer who prepared it. And no one
– not even you – should apply this report for any purpose or project except
the one originally contemplated.
Read this Report in Full
Costly problems have occurred because those relying on a geotechnical-
engineering report did not read it in its entirety. Do not rely on an
executive summary. Do not read selected elements only. Read this report
in full.
You Need to Inform Your Geotechnical Engineer
about Change
Your geotechnical engineer considered unique, project-specific factors
when designing the study behind this report and developing the
confirmation-dependent recommendations the report conveys. A few
typical factors include:
• the client’s goals, objectives, budget, schedule, and
risk-management preferences;
• the general nature of the structure involved, its size,
configuration, and performance criteria;
• the structure’s location and orientation on the site; and
• other planned or existing site improvements, such as
retaining walls, access roads, parking lots, and
underground utilities.
Typical changes that could erode the reliability of this report include
those that affect:
• the site’s size or shape;
• the function of the proposed structure, as when it’s
changed from a parking garage to an office building, or
from a light-industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or
weight of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes – even minor ones – and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical
engineer was not informed about developments the engineer otherwise
would have considered.
This Report May Not Be Reliable
Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a different project;
• for a different site (that may or may not include all or a
portion of the original site); or
• before important events occurred at the site or adjacent
to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods,
droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering
report whose reliability may have been affected by the passage of time,
because of factors like changed subsurface conditions; new or modified
codes, standards, or regulations; or new techniques or tools. If your
geotechnical engineer has not indicated an “apply-by” date on the report,
ask what it should be, and, in general, if you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying it. A minor amount of additional testing or
analysis – if any is required at all – could prevent major problems.
Most of the “Findings” Related in This Report Are
Professional Opinions
Before construction begins, geotechnical engineers explore a site’s
subsurface through various sampling and testing procedures.
Geotechnical engineers can observe actual subsurface conditions only at
those specific locations where sampling and testing were performed. The
data derived from that sampling and testing were reviewed by your
geotechnical engineer, who then applied professional judgment to
form opinions about subsurface conditions throughout the site. Actual
sitewide-subsurface conditions may differ – maybe significantly – from
those indicated in this report. Confront that risk by retaining your
geotechnical engineer to serve on the design team from project start to
project finish, so the individual can provide informed guidance quickly,
whenever needed.
This Report’s Recommendations Are
Confirmation-Dependent
The recommendations included in this report – including any options
or alternatives – are confirmation-dependent. In other words, they are
not final, because the geotechnical engineer who developed them relied
heavily on judgment and opinion to do so. Your geotechnical engineer
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction. If through observation your
geotechnical engineer confirms that the conditions assumed to exist
actually do exist, the recommendations can be relied upon, assuming
no other changes have occurred. The geotechnical engineer who prepared
this report cannot assume responsibility or liability for confirmation-
dependent recommendations if you fail to retain that engineer to perform
construction observation.
This Report Could Be Misinterpreted
Other design professionals’ misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a full-time member of the
design team, to:
• confer with other design-team members,
• help develop specifications,
• review pertinent elements of other design professionals’
plans and specifications, and
• be on hand quickly whenever geotechnical-engineering
guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction
observation.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated-subsurface-conditions liability to constructors by limiting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you’ve included the material for informational
purposes only. To avoid misunderstanding, you may also want to note
that “informational purposes” means constructors have no right to rely
on the interpretations, opinions, conclusions, or recommendations in
the report, but they may rely on the factual data relative to the specific
times, locations, and depths/elevations referenced. Be certain that
constructors know they may learn about specific project requirements,
including options selected from the report, only from the design
drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough
time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotechnical
engineers commonly include explanatory provisions in their reports.
Sometimes labeled “limitations,” many of these provisions indicate
where geotechnical engineers’ responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read these
provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study – e.g., a “phase-one” or “phase-two” environmental
site assessment – differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project
failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk-management
guidance. As a general rule, do not rely on an environmental report
prepared for a different client, site, or project, or that is more than six
months old.
Obtain Professional Assistance to Deal with Moisture
Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer’s
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture – including water vapor – from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material-performance deficiencies. Accordingly,
proper implementation of the geotechnical engineer’s recommendations
will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building-envelope or mold
specialists on the design team. Geotechnical engineers are not building-
envelope or mold specialists.
Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission
of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent
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