HomeMy WebLinkAboutASCENT STUDIO CLIMBING & FITNESS - FDP - FDP150023 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT (3)Geotechnical Engineering Report
Ascent Studio Climbing Gym
2121 and 2127 South Timberline Road
Fort Collins, Colorado
May 7, 2014
Revised March 17, 2015
Terracon Project No. 20145015
Prepared for:
Ascent Studio Climbing and Fitness
Fort Collins, Colorado
Prepared by:
Terracon Consultants, Inc.
Fort Collins, Colorado
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................................................ i
1.0 INTRODUCTION .............................................................................................................1
2.0 PROJECT INFORMATION .............................................................................................2
2.1 Project Description ...............................................................................................2
2.2 Site Location and Description...............................................................................2
3.0 SUBSURFACE CONDITIONS ........................................................................................2
3.1 Typical Subsurface Profile ...................................................................................3
3.2 Laboratory Testing ...............................................................................................3
3.3 Groundwater ........................................................................................................3
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......................................4
4.1 Geotechnical Considerations ...............................................................................4
4.1.1 Existing, Undocumented Fill .....................................................................4
4.1.2 Groundwater .............................................................................................5
4.1.3 Expansive Soils and Bedrock ...................................................................5
4.2 Earthwork.............................................................................................................5
4.2.1 Site Preparation ........................................................................................5
4.2.2 Excavation ................................................................................................6
4.2.3 Subgrade Preparation ...............................................................................6
4.2.4 Fill Materials and Placement ......................................................................7
4.2.5 Compaction Requirements ........................................................................8
4.2.6 Utility Trench Backfill ................................................................................8
4.2.7 Grading and Drainage ...............................................................................9
4.2.8 Exterior Slab Design and Construction .....................................................9
4.2.9 Corrosion Protection ...............................................................................10
4.3 Foundations .......................................................................................................10
4.3.1 Spread Footings - Design Recommendations .........................................11
4.3.2 Spread Footings - Construction Considerations ......................................12
4.4 Seismic Considerations......................................................................................13
4.5 Floor Systems ....................................................................................................13
4.5.1 Floor System - Design Recommendations ..............................................13
4.5.2 Floor Systems - Construction Considerations .........................................14
4.6 Pavements .........................................................................................................14
4.6.1 Pavements – Subgrade Preparation .......................................................15
4.6.2 Pavements – Design Recommendations ................................................15
4.6.3 Pavements – Construction Considerations .............................................17
4.6.4 Pavements – Maintenance .....................................................................18
5.0 GENERAL COMMENTS ...............................................................................................18
TABLE OF CONTENTS (continued)
Appendix A – FIELD EXPLORATION
Exhibit A-1 Site Location Map
Exhibit A-2 Exploration Plan
Exhibit A-3 Field Exploration Description
Exhibits A-4 to A-8 Boring Logs
Appendix B – LABORATORY TESTING
Exhibit B-1 Laboratory Testing Description
Exhibit B-2 Atterberg Limits Test Results
Exhibit B-3 Grain-size Distribution Test Results
Exhibits B-4 to B-8 Swell-consolidation Test Results
Exhibit B-9 Physical Properties of Soil
Exhibit B-10 Corrosion Test Results
Appendix C – SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification System
Exhibit C-3 Description of Rock Properties
Exhibit C-4 Laboratory Test Significance and Purpose
Exhibits C-5 and C-6 Report Terminology
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
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EXECUTIVE SUMMARY
A geotechnical investigation has been performed for the proposed Ascent Studio Climbing gym to
be constructed at 2121 and 2127 South Timberline Road on Lots 12 and 13 of the Timberline
Center in Fort Collins, Colorado. Five (5) borings, presented as Exhibits A-4 through A-8 and
designated as Boring No. 1 through Boring No. 5, were performed to depths of approximately 10½
to 35 feet below existing site grades. This report specifically addresses the recommendations for
the proposed climbing gym facility and associated pavements. Borings performed in these areas
are for informational purposes and will be utilized by others.
Based on the information obtained from our subsurface exploration, the site can be developed for
the proposed project. However, the following geotechnical considerations were identified and will
need to be considered:
Existing, undocumented fill was encountered in the borings performed on this site to depths
ranging from about 1 to 3 feet below existing site grades. We recommend removing and
recompacting the existing fill materials below all foundations, floor slabs, pavements, and
exterior flatwork.
The proposed building may be supported on shallow spread footing foundations bearing
on the native soil or on newly placed engineered fill.
A slab-on-grade floor system is recommended for the proposed building.
The amount of movement of foundations, floor slabs, pavements, etc. will be related to the
wetting of underlying supporting soils. Therefore, it is imperative the recommendations
discussed in the 4.2.7 Grading and Drainage section of this report be followed to reduce
potential movement.
The 2012 International Building Code, Table 1613.5.2 IBC seismic site classification for this
site is D.
Close monitoring of the construction operations discussed herein will be critical in achieving
the design subgrade support. We therefore recommend that Terracon be retained to
monitor this portion of the work.
This summary should be used in conjunction with the entire report for design purposes. It should
be recognized that details were not included or fully developed in this section, and the report must
be read in its entirety for a comprehensive understanding of the items contained herein. The section
titled GENERAL COMMENTS should be read for an understanding of the report limitations.
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GEOTECHNICAL ENGINEERING REPORT
Ascent Studio Climbing Gym
2121 and 2127 South Timberline Road
Fort Collins, Colorado
Terracon Project No. 20145015
March 17, 2015
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed Ascent Studio Climbing gym to be located at 2121 and 2127 South Timberline Road on
Lots 12 and 13 of the Timberline Center in Fort Collins, Colorado. The purpose of these services
is to provide information and geotechnical engineering recommendations relative to:
subsurface soil and bedrock conditions foundation design and construction
groundwater conditions floor slab design and construction
grading and drainage pavement construction
seismic considerations earthwork
Our geotechnical engineering scope of work for this project included the initial site visit, the
advancement of five (5) test borings to depths ranging from approximately 10 to 35 feet below
existing site grades, laboratory testing for soil engineering properties and engineering analyses
to provide foundation, floor system and pavement design and construction recommendations.
Logs of the borings along with a Exploration Plan (Exhibit A-2) are included in Appendix A. The
results of the laboratory testing performed on soil and bedrock samples obtained from the site
during the field exploration are included in Appendix B.
Previously, Terracon prepared a Geotechnical Engineering Report (Project No. 20075111; report
dated December 20, 2007) for the Stor N Lock project located west of this project site. Data from
this previous study was considered during preparation of this report.
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
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2.0 PROJECT INFORMATION
2.1 Project Description
Item Description
Site layout Refer to the Boring Location Plan (Exhibit A-2 in Appendix A)
Proposed construction
We understand the proposed construction will consist of a new
climbing and fitness facility, utilities, and paved parking areas and
access drives.
Building construction
A comparatively tall space within the facility is planned for the
climbing wall area. The southern portion of the proposed building
will have two levels including the main level and mezzanine.
Masonry veneer is planned up to about 5 feet above the first level
finish floor.
Maximum loads
Columns: 100 kips (assumed)
Walls: 2 to 4 klf (assumed)
Slabs: 100 to 150 psf max (assumed)
Grading in building area
We anticipate minor cuts and fills on the order of 5 feet or less will
be required achieve desired grades.
Below-grade areas No basement is planned.
Traffic loading
At the time this report was prepared traffic loading information was
no available. We have assumed traffic loading for our pavement
thickness analysis. If traffic data becomes available we should be
notified to review the data and modify the pavement thickness if
required.
2.2 Site Location and Description
Item Description
Location
The project site is located at 2121 and 2127 South Timberline Road
Lots on 12 and 13 of the Timberline Center in Fort Collins, Colorado.
Existing site features
During our site visits, we observed previously constructed parking
lot islands to the east of the proposed building site and a sidewalk
to the west.
Surrounding developments
The site is bordered to the north, south, and east by vacant lots. The
west side of the site is bordered by Joseph Allen Drive and a Stor N’
Lock storage facility.
Current ground cover The ground is covered with native grasses and weeds.
Existing topography
The site is relatively flat with raised areas of previously placed fill
near the southern and western portions of the site.
3.0 SUBSURFACE CONDITIONS
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3.1 Typical Subsurface Profile
Specific conditions encountered at each boring location are indicated on the individual boring logs
included in Appendix A. Stratification boundaries on the boring logs represent the approximate
location of changes in soil types; in-situ, the transition between materials may be gradual. Based
on the results of the borings, subsurface conditions on the project site can be generalized as
follows:
Material Description
Approximate Depth to Bottom of
Stratum (feet)
Consistency/Density/Hardness
Fill materials consisting of
lean clay, sand, and gravel
About 1 to 3 feet below existing site
grades.
--
Lean clay with varying
amounts of sand
About 20 to 25 feet below existing site
grades.
Medium stiff to very stiff
Silty sand
About 28 feet below existing site
grades in Boring No. 1 only.
Dense
Poorly-graded sand
About 26 to 28 feet below existing site
grades in Boring Nos. 2 and 3 only.
Dense
Well-graded sand with gravel
About 29½ to 33 feet below existing
site grades.
Dense to very dense
Claystone/siltstone bedrock
To the maximum depth of exploration
of about 35 feet.
Very hard
3.2 Laboratory Testing
Representative soil samples were selected for swell-consolidation testing and exhibited no
movement to 0.7 percent swell when wetted. Samples of site soils and bedrock selected for
plasticity testing exhibited medium plasticity with liquid limits ranging from 31 to 38 and plasticity
indices ranging from 11 to 26. Laboratory test results are presented in Appendix B.
3.3 Groundwater
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. In addition, delayed water levels were also obtained in some borings. The water levels
observed in the boreholes are noted on the attached boring logs, and are summarized below:
Geotechnical Engineering Report
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Boring Number
Depth to groundwater
while drilling, ft.
Depth to groundwater
5 days after drilling, ft.
Elevation of
groundwater 5 days
after drilling, ft.
1 25 23.8 73.1
2 23 22.3 72.6
3 25 23.8 73.3
4 Not encountered -- --
5 Not encountered -- --
These observations represent groundwater conditions at the time of the field exploration, and may
not be indicative of other times or at other locations. Groundwater levels can be expected to
fluctuate with varying seasonal and weather conditions, and other factors.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the borings were performed. Therefore, groundwater
levels during construction or at other times in the life of the structure may be higher or lower than
the levels indicated on the boring logs. The possibility of groundwater level fluctuations should
be considered when developing the design and construction plans for the project.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Based on subsurface conditions encountered in the borings, the site appears suitable for the
proposed construction from a geotechnical point of view provided certain precautions and design
and construction recommendations described in this report are followed. We have identified
geotechnical conditions that could impact design and construction of the proposed structure,
pavements, and other site improvements.
4.1.1 Existing, Undocumented Fill
As previously noted, existing undocumented fill was encountered to depths up to about 3 feet in
the borings drilled at the site. We do not possess any information regarding whether the fill was
placed under the observation of a geotechnical engineer. We recommend complete removal and
recompaction of the existing fill materials below proposed foundations, floor slabs, pavements,
and exterior flatwork.
Support of floor slabs, and pavements on or above existing fill soils is discussed in this report.
However, even with the recommended construction testing services, there is an inherent risk for
the owner that compressible fill or unsuitable material within or buried by the fill will not be
discovered. This risk of unforeseen conditions cannot be eliminated without completely removing
the existing fill, but can be reduced by performing additional testing and evaluation.
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4.1.2 Groundwater
As previously stated, groundwater was measured at depths ranging from about 22.3 to 23.8 feet
below existing site grades. The depth of groundwater measured in our borings completed at this
site indicate groundwater will not likely impact the proposed construction.
4.1.3 Expansive Soils and Bedrock
Laboratory testing indicates the native clay soils exhibited slight compression or low expansive
potential at the samples in-situ moisture content. However, it is our opinion these materials will
exhibit a higher expansive potential if the clays and claystone undergo a significant loss of
moisture.
This report provides recommendations to help mitigate the effects of soil shrinkage and
expansion. However, even if these procedures are followed, some movement and cracking in
the structure, pavements, and flatwork should be anticipated. The severity of cracking and other
damage such as uneven floor slabs will probably increase if any modification of the site results in
excessive wetting or drying of the expansive clays and/or claystone bedrock. Eliminating the risk
of movement and distress is generally not feasible, but it may be possible to further reduce the
risk of movement if significantly more expensive measures are used during construction. It is
imperative the recommendations described in section 4.2.7 Grading and Drainage of this report
be followed to reduce movement.
4.2 Earthwork
The following presents recommendations for site preparation, excavation, subgrade preparation
and placement of engineered fills on the project. All earthwork on the project should be observed
and evaluated by Terracon on a full-time basis. The evaluation of earthwork should include
observation of over-excavation operations, testing of engineered fills, subgrade preparation,
subgrade stabilization, and other geotechnical conditions exposed during the construction of the
project.
4.2.1 Site Preparation
Prior to placing any fill, strip and remove existing vegetation, the recommended depth of
undocumented existing fill, and any other deleterious materials from the proposed construction
areas. The existing fill materials extend to approximate depths of 1 to 3 feet below the existing
ground surface.
Stripped organic materials should be wasted from the site or used to re-vegetate landscaped areas
after completion of grading operations. Prior to the placement of fills, the site should be graded to
create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill
beneath the proposed improvements.
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
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4.2.2 Excavation
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
The soils to be excavated can vary significantly across the site as their classifications are based
solely on the materials encountered in widely-spaced exploratory test borings. The contractor
should verify that similar conditions exist throughout the proposed area of excavation. If different
subsurface conditions are encountered at the time of construction, the actual conditions should be
evaluated to determine any excavation modifications necessary to maintain safe conditions.
Although evidence of underground facilities such as septic tanks, vaults, basements, and utilities
was not observed during the site reconnaissance, such features could be encountered during
construction. If unexpected fills or underground facilities are encountered, such features should be
removed and the excavation thoroughly cleaned prior to backfill placement and/or construction.
Any over-excavation that extends below the bottom of foundation elevation should extend laterally
beyond all edges of the footings at least 8 inches per foot of over-excavation depth below the footing
base elevation. The over-excavation should be backfilled to the footing base elevation in
accordance with the recommendations presented in this report.
Depending upon depth of excavation and seasonal conditions, surface water infiltration and/or
groundwater may be encountered in excavations on the site. It is anticipated that pumping from
sumps may be utilized to control water within excavations. Well points may be required for
significant groundwater flow, or where excavations penetrate groundwater to a significant depth.
The subgrade soil conditions should be evaluated during the excavation process and the stability
of the soils determined at that time by the contractors’ Competent Person. Slope inclinations flatter
than the OSHA maximum values may have to be used. The individual contractor(s) should be
made responsible for designing and constructing stable, temporary excavations as required to
maintain stability of both the excavation sides and bottom. All excavations should be sloped or
shored in the interest of safety following local, and federal regulations, including current OSHA
excavation and trench safety standards.
As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral
distance from the crest of the slope equal to the slope height. The exposed slope face should be
protected against the elements
4.2.3 Subgrade Preparation
After the existing fill and other deleterious materials have been removed from the construction
areas, the top 10 inches of the exposed ground surface should be scarified, moisture conditioned,
and recompacted to at least 95 percent of the maximum dry unit weight as determined by ASTM
D698 before any new fill, foundation, or pavement is placed.
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If pockets of soft, loose, or otherwise unsuitable materials are encountered at the bottom of the
footing excavations and it is inconvenient to lower the footings, the proposed footing elevations
may be reestablished by over-excavating the unsuitable soils and backfilling with compacted
engineered fill or lean concrete.
The stability of the subgrade may be affected by precipitation, repetitive construction traffic or
other factors. If unstable conditions develop, workability may be improved by scarifying and
drying. Alternatively, over-excavation of wet zones and replacement with granular materials may
be used, or crushed gravel and/or rock can be tracked or “crowded” into the unstable surface soil
until a stable working surface is attained. Use of lime, fly ash, cement or geotextiles could also
be considered as a stabilization technique. Lightweight excavation equipment may also be used
to reduce subgrade pumping.
4.2.4 Fill Materials and Placement
The on-site soils or approved granular and low plasticity cohesive imported materials may be used
as fill material. The soil removed from this site that is free of organic or objectionable materials,
as defined by a field technician who is qualified in soil material identification and compaction
procedures, can be re-used as fill. It should be noted that on-site soils may require reworking to
adjust the moisture content to meet the compaction criteria.
Imported soils (if required) should meet the following material property requirements:
Gradation Percent finer by weight (ASTM C136)
4” 100
3” 70-100
No. 4 Sieve 50-100
No. 200 Sieve 10-50
Soil Properties Value
Liquid Limit 30 (max.)
Plastic Limit 15 (max.)
Maximum Expansive Potential (%) Non-expansive1
1. Measured on a sample compacted to approximately 95 percent of the maximum dry unit weight as
determined by ASTM D698 at optimum moisture content. The sample is confined under a 100 psf
surcharge and submerged.
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
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4.2.5 Compaction Requirements
Engineered fill should be placed and compacted in horizontal lifts, using equipment and
procedures that will produce recommended moisture contents and densities throughout the lift.
Item Description
Fill lift thickness
9 inches or less in loose thickness when heavy, self-
propelled compaction equipment is used
4 to 6 inches in loose thickness when hand-guided
equipment (i.e. jumping jack or plate compactor) is used
Minimum compaction requirements
95 percent of the maximum dry unit weight as
determined by ASTM D698
Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content
Moisture content cohesionless soil
(sand)
-3 to +2 % of the optimum moisture content
1. We recommend engineered fill be tested for moisture content and compaction during placement.
Should the results of the in-place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction
to be achieved without the fill material pumping when proofrolled.
3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within these
materials could result in an increase in the material’s expansive potential. Subsequent wetting of
these materials could result in undesirable movement.
4.2.6 Utility Trench Backfill
All trench excavations should be made with sufficient working space to permit construction including
backfill placement and compaction.
All underground piping within or near the proposed building should be designed with flexible
couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts
in foundation walls should be oversized to accommodate differential movements. It is imperative
that utility trenches be properly backfilled with relatively clean materials. If utility trenches are
backfilled with relatively clean granular material, they should be capped with at least 18 inches of
cohesive fill in non-pavement areas to reduce the infiltration and conveyance of surface water
through the trench backfill.
Utility trenches are a common source of water infiltration and migration. All utility trenches that
penetrate beneath the building should be effectively sealed to restrict water intrusion and flow
through the trenches that could migrate below the building. We recommend constructing an
effective clay “trench plug” that extends at least 5 feet out from the face of the building exterior. The
plug material should consist of clay compacted at a water content at or above the soil’s optimum
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
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water content. The clay fill should be placed to completely surround the utility line and be compacted
in accordance with recommendations in this report.
It is strongly recommended that a representative of Terracon provide full-time observation and
compaction testing of trench backfill within building and pavement areas.
4.2.7 Grading and Drainage
All grades must be adjusted to provide effective drainage away from the proposed building and
pavements during construction and maintained throughout the life of the proposed project.
Infiltration of water into foundation excavations must be prevented during construction.
Landscape irrigation adjacent to foundations should be minimized or eliminated. Water permitted
to pond near or adjacent to the perimeter of the building (either during or post-construction) can
result in significantly higher soil movements than those discussed in this report. As a result, any
estimations of potential movement described in this report cannot be relied upon if positive
drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade.
Exposed ground (if any) should be sloped at a minimum of 10 percent grade for at least 10 feet
beyond the perimeter of the proposed building, where possible. The use of swales, chases and/or
area drains may be required to facilitate drainage in unpaved areas around the perimeter of the
building. Backfill against footings and exterior walls should be properly compacted and free of all
construction debris to reduce the possibility of moisture infiltration. After construction of the
proposed building and prior to project completion, we recommend verification of final grading be
performed to document positive drainage, as described above, has been achieved.
Flatwork and pavements will be subject to post-construction movement. Maximum grades
practical should be used for paving and flatwork to prevent areas where water can pond. In
addition, allowances in final grades should take into consideration post-construction movement
of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts the
building, care should be taken that joints are properly sealed and maintained to prevent the
infiltration of surface water.
Planters located adjacent to the building should preferably be self-contained. Sprinkler mains
and spray heads should be located a minimum of 5 feet away from the building line(s). Low-
volume, drip style landscaped irrigation should not be used near the building. Roof drains should
discharge on to pavements or be extended away from the building a minimum of 10 feet through
the use of splash blocks or downspout extensions. A preferred alternative is to have the roof
drains discharge by solid pipe to storm sewers or to a detention pond or other appropriate outfall.
4.2.8 Exterior Slab Design and Construction
Exterior slabs on-grade, exterior architectural features, and utilities founded on, or in backfill or
the site soils will likely experience some movement due to the volume change of the material.
Potential movement could be reduced by:
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
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Minimizing moisture increases in the backfill;
Controlling moisture-density during placement of the backfill;
Using designs which allow vertical movement between the exterior features and
adjoining structural elements; and
Placing control joints on relatively close centers.
4.2.9 Corrosion Protection
Results of water-soluble sulfate testing indicate that ASTM Type I portland cement should be
specified for all project concrete on and below grade. Foundation concrete should be designed
for low sulfate exposure in accordance with the provisions of the ACI Design Manual, Section
318, Chapter 4.
4.3 Foundations
The proposed building can be supported by a shallow, spread footing foundation system. Design
recommendations for foundations for the proposed building and related structural elements are
presented in the following paragraphs.
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4.3.1 Spread Footings - Design Recommendations
Description Value
Bearing material
Properly prepared on-site soil or new, properly
placed engineered fill.
Maximum allowable bearing pressure 1
On-site sandy lean clay: 2,000 psf
At least 12 inches of imported granular fill: 2,500 psf
Lateral earth pressure coefficients 2
On-site sandy lean clay:
Active, Ka = 0.41
Passive, Kp = 2.46
At-rest, Ko = 0.58
Imported granular fill:
Active, Ka = 0.28
Passive, Kp = 3.69
At-rest, Ko = 0.43
Sliding coefficient 2
On-site sandy lean clay:
µ = 0.37
Imported granular fill:
µ = 0.56
Moist soil unit weight
On-site sandy lean clay:
ɣ = 120 pcf
Imported granular fill:
ɣ = 135 pcf
Minimum embedment depth below finished
grade 3
30 inches
Estimated total movement 4 About 1 inch
Estimated differential movement 4 About ½ to ¾ of total movement
1. The recommended maximum allowable bearing pressure assumes any unsuitable fill or soft soils,
if encountered, will be over-excavated and replaced with properly compacted engineered fill. The
design bearing pressure applies to a dead load plus design live load condition. The design bearing
pressure may be increased by one-third when considering total loads that include wind or seismic
conditions.
2. The lateral earth pressure coefficients and sliding coefficients are ultimate values and do not
include a factor of safety. The foundation designer should include the appropriate factors of safety.
3. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils.
The minimum embedment depth is for perimeter footings beneath unheated areas and is relative
to lowest adjacent finished grade, typically exterior grade.
4. The estimated movements presented above are based on the assumption that the maximum
footing size is 4 feet for column footings and 1.5 feet for continuous footings.
Footings should be proportioned to reduce differential foundation movement. As discussed, total
movement resulting from the assumed structural loads is estimated to be on the order of about 1
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Ascent Studio Climbing Gym ■ Fort Collins, Colorado
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inch. Additional foundation movements could occur if water from any source infiltrates the
foundation soils; therefore, proper drainage should be provided in the final design and during
construction and throughout the life of the structure. Failure to maintain the proper drainage as
recommended in the 4.2.7 Grading and Drainage section of this report will nullify the movement
estimates provided above.
4.3.2 Spread Footings - Construction Considerations
Spread footing construction should only be considered if the estimated foundation movement can
be tolerated. Subgrade soils beneath footings should be moisture conditioned and compacted as
described in the 4.2 Earthwork section of this report. The moisture content and compaction of
subgrade soils should be maintained until foundation construction.
Footings and foundation walls should be reinforced as necessary to reduce the potential for distress
caused by differential foundation movement.
Unstable subgrade conditions are anticipated as excavations approach the groundwater surface.
Unstable surfaces will need to be stabilized prior to backfilling excavations and/or constructing
the building foundation, floor slab and/or project pavements. The use of angular rock, recycled
concrete and/or gravel pushed or “crowded” into the yielding subgrade is considered suitable
means of stabilizing the subgrade. The use of geogrid materials in conjunction with gravel could
also be considered and could be more cost effective.
Unstable subgrade conditions should be observed by Terracon to assess the subgrade and
provide suitable alternatives for stabilization. Stabilized areas should be proof-rolled prior to
continuing construction to assess the stability of the subgrade.
Foundation excavations should be observed by Terracon. If the soil conditions encountered differ
significantly from those presented in this report, supplemental recommendations will be required.
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4.4 Seismic Considerations
Code Used Site Classification
2012 International Building Code (IBC) 1 D 2
1. In general accordance with the 2012 International Building Code, Table 1613.5.2.
2. The 2012 International Building Code (IBC) requires a site soil profile determination extending a
depth of 100 feet for seismic site classification. The current scope requested does not include the
required 100 foot soil profile determination. The borings completed for this project extended to a
maximum depth of about 35 feet and this seismic site class definition considers that similar soil and
bedrock conditions exist below the maximum depth of the subsurface exploration. Additional
exploration to deeper depths could be performed to confirm the conditions below the current depth of
exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a
more favorable seismic site class. However, we believe a higher seismic site class for this site is
unlikely.
4.5 Floor Systems
A slab-on-grade may be utilized for the interior floor system for the proposed building. If very little
movement can be tolerated, a structurally-supported floor system, supported independent of the
subgrade materials, is recommended.
Subgrade soils beneath interior and exterior slabs should be scarified to a depth of at least 10
inches, moisture conditioned and compacted. The moisture content and compaction of subgrade
soils should be maintained until slab construction.
4.5.1 Floor System - Design Recommendations
Even when bearing on properly prepared soils, movement of the slab-on-grade floor system is
possible should the subgrade soils undergo an increase in moisture content. We estimate
movement of about 1 inch is possible. If the owner cannot accept the risk of slab movement, a
structural floor should be used. The risk for potential floor movement can be reduced and
performance enhanced if the clay soils below the floor slab are over-excavated and replaced with
compacted, non-expansive, imported granular fill materials conforming to the specified limits
presented in section 4.2.4 Fill Materials and Placement of this report. If conventional slab-on-
grade is utilized, the subgrade soils should be over-excavated and prepared as outlined in the 4.2
Earthwork section of this report.
For structural design of concrete slabs-on-grade subjected to point loadings, a modulus of
subgrade reaction of 100 pounds per cubic inch (pci) may be used for floors supported on re-
compacted existing soils at the site. A modulus of 200 pci may be used for floors supported on
at least 1 foot of non-expansive, imported granular fill.
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
Responsive ■ Resourceful ■ Reliable 14
Additional floor slab design and construction recommendations are as follows:
Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns, or utility lines to allow independent movement.
Control joints should be saw-cut in slabs in accordance with ACI Design Manual, Section
302.1R-37 8.3.12 (tooled control joints are not recommended) to control the location and
extent of cracking.
Interior utility trench backfill placed beneath slabs should be compacted in accordance
with the recommendations presented in the 4.2 Earthwork section of this report.
Floor slabs should not be constructed on frozen subgrade.
A minimum 2-inch void space should be constructed below non-bearing partition walls
placed on the floor slab. Special framing details should be provided at doorjambs and
frames within partition walls to avoid potential distortion. Partition walls should be
isolated from suspended ceilings.
The use of a vapor retarder should be considered beneath concrete slabs that will be
covered with wood, tile, carpet or other moisture sensitive or impervious floor coverings,
or when the slab will support equipment sensitive to moisture. When conditions warrant
the use of a vapor retarder, the slab designer and slab contractor should refer to ACI
302 for procedures and cautions regarding the use and placement of a vapor retarder.
Other design and construction considerations, as outlined in the ACI Design Manual,
Section 302.1R are recommended.
4.5.2 Floor Systems - Construction Considerations
Movements of slabs-on-grade using the recommendations discussed in previous sections of this
report will likely be reduced and tend to be more uniform. The estimates discussed above assume
that the other recommendations in this report are followed. Additional movement could occur
should the subsurface soils become wetted to significant depths, which could result in potential
excessive movement causing uneven floor slabs and severe cracking. This could be due to over
watering of landscaping, poor drainage, improperly functioning drain systems, and/or broken utility
lines. Therefore, it is imperative that the recommendations presented in this report be followed.
Some differential movement of a slab-on-grade floor system is possible if the moisture content of
the subgrade soils is increased. To reduce potential slab movements, the subgrade soils should
be prepared as described in section 4.2 Earthwork of this report.
4.6 Pavements
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
Responsive ■ Resourceful ■ Reliable 15
4.6.1 Pavements – Subgrade Preparation
On most project sites, the site grading is accomplished relatively early in the construction phase.
Fills are typically placed and compacted in a uniform manner. However as construction proceeds,
the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or
rainfall/snow melt. As a result, the pavement subgrade may not be suitable for pavement
construction and corrective action will be required. The subgrade should be carefully evaluated
at the time of pavement construction for signs of disturbance or instability. We recommend the
pavement subgrade be thoroughly proofrolled with a loaded tandem-axle dump truck prior to final
grading and paving. All pavement areas should be moisture conditioned and properly compacted
to the recommendations in this report immediately prior to paving.
4.6.2 Pavements – Design Recommendations
Design of pavements for the project have been based on the procedures outlined in the 1993
Guideline for Design of Pavement Structures prepared by the American Association of State
Highway and Transportation Officials (AASHTO) and the Larimer County Urban Area Street
Standards (LCUASS).
A sample of the fill materials selected for swell-consolidation testing compressed approximately
0.03 percent when wetted under an applied pressure of 150 psf which is less than the maximum 2
percent criteria established for determining if swell-mitigation procedures in the pavement sections
are required per LCUASS standards. Therefore, swell-mitigation of the subgrade materials prior to
pavement operations is not required.
Traffic patterns and anticipated loading conditions were not available at the time that this report
was prepared. However, we anticipate that the new parking areas (i.e., light-duty) will be primarily
used by personal vehicles (cars and pick-up trucks). Delivery trucks and refuse disposal vehicles
will be expected in the drive lanes and loading areas (i.e., medium-duty). For our pavement
thicknesses design recommendations, we assumed a 18-kip equivalent single-axle load (ESAL)
of 73,000 for automobile parking areas and an ESAL of 365,000 for heavy truck traffic areas.
These assumed traffic design values should be verified by the civil engineer or owner prior to final
design and construction. If the actual traffic values vary from the assumed values, the pavement
thickness recommendations may not be applicable. When the actual traffic design information is
available Terracon should be contacted so that the design recommendations can be reviewed
and revised if necessary.
For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with an inherent
reliability of 85 percent and a design life of 20 years. Using the correlated design R-value of 5,
appropriate ESAL, environmental criteria and other factors, the structural numbers (SN) of the
pavement sections were determined on the basis of the 1993 AASHTO design equation.
In addition to the flexible pavement design analyses, 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 of
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
Responsive ■ Resourceful ■ Reliable 16
the concrete, and other factors previously outlined. The design k-value of 100 for the subgrade
soil was determined by correlation to the laboratory test results. A modulus of rupture of 600 psi
(working stress 450 psi) was used for pavement concrete. The rigid pavement thickness for each
traffic category was determined on the basis of the AASHTO design equation.
Recommended minimum pavement sections are provided in the table below.
Traffic Area
Alternative
Recommended Pavement Thicknesses (Inches)
Asphaltic
Concrete Surface
Aggregate Base
Course
Portland Cement
Concrete
Total
Automobile
parking
areas
(light-duty)
A 3½ 6 -- 9½
B -- -- 5 5
Heavy truck
traffic areas
(heavy-duty)
A 4 8 -- 12
B -- -- 6 6
Aggregate base course (if used on the site) should consist of a blend of sand and gravel which
meets strict specifications for quality and gradation. Use of materials meeting Colorado
Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for aggregate
base course. Aggregate base course should be placed in lifts not exceeding 6 inches and
compacted to a minimum of 95 percent of the maximum dry unit weight as determined by ASTM
D698.
Asphaltic concrete should be composed of a mixture of aggregate, filler and additives (if required)
and approved bituminous material. The asphalt concrete should conform to approved mix
designs stating the Superpave properties, optimum asphalt content, job mix formula and
recommended mixing and placing temperatures. Aggregate used in asphalt concrete should
meet particular gradations. Material meeting CDOT Grading S specifications or equivalent is
recommended for asphalt concrete. Mix designs should be submitted prior to construction to
verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and compacted
within a range of 92 to 96 percent of the theoretical maximum (Rice) density (ASTM D2041).
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
Responsive ■ Resourceful ■ Reliable 17
Where rigid pavements are used, the concrete should be obtained from an approved mix design
with the following minimum properties:
Properties Value
Compressive strength 4,000 psi
Cement type Type I or II portland cement
Entrained air content (%) 5 to 8
Concrete aggregate ASTM C33 and CDOT Section 703
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes
from the time the water is added to the mix. Longitudinal and transverse joints should be provided
as needed in concrete pavements for expansion/contraction and isolation per ACI 325. The
location and extent of joints should be based upon the final pavement geometry. Joints should
be sealed to prevent entry of foreign material and doweled where necessary for load transfer.
For areas subject to concentrated and repetitive loading conditions such as dumpster pads, truck
delivery docks and ingress/egress aprons, we recommend using a portland cement concrete
pavement with a thickness of at least 6 inches underlain by at least 4 inches of granular base.
Prior to placement of the granular base, the areas should be thoroughly proofrolled. For dumpster
pads, the concrete pavement area should be large enough to support the container and tipping
axle of the refuse truck.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design and
layout of pavements:
Site grades should slope a minimum of 2 percent away from the pavements;
The subgrade and the pavement surface have a minimum 2 percent slope to promote proper
surface drainage;
Consider appropriate edge drainage and pavement under drain systems;
Install pavement drainage surrounding areas anticipated for frequent wetting;
Install joint sealant and seal cracks immediately;
Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils; and
Placing compacted, low permeability backfill against the exterior side of curb and gutter.
4.6.3 Pavements – Construction Considerations
Openings in pavement, such as landscape islands, are sources for water infiltration into
surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade
soils thereby degrading support of the pavement. This is especially applicable for islands with
raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design
for the pavements with these conditions should include features to restrict or to collect and
Geotechnical Engineering Report
Ascent Studio Climbing Gym ■ Fort Collins, Colorado
March 17, 2015 ■ Terracon Project No. 20145015 (revised)
Responsive ■ Resourceful ■ Reliable 18
discharge excess water from the islands. Examples of features are edge drains connected to the
storm water collection system or other suitable outlet and impermeable barriers preventing lateral
migration of water such as a cutoff wall installed to a depth below the pavement structure.
4.6.4 Pavements – Maintenance
Preventative maintenance should be planned and provided for an ongoing pavement
management program in order to enhance future pavement performance. Preventive
maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching)
and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first
priority when implementing a planned pavement maintenance program and provides the highest
return on investment for pavements.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments can
be made regarding interpretation and implementation of our geotechnical recommendations in
the design and specifications. Terracon also should be retained to provide observation and testing
services during grading, excavation, foundation construction and other earth-related construction
phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in this
report. This report does not reflect variations that may occur between borings, across the site, or
due to the modifying effects of construction or weather. The nature and extent of such variations
may not become evident until during or after construction. If variations appear, we should be
immediately notified so that further evaluation and supplemental recommendations can be
provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, and bacteria) assessment of the site or identification
or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about
the potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as described in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
APPENDIX A
FIELD EXPLORATION
SITE LOCATION MAP
Ascent Studio Climbing Gym
2121 and 2127 South Timberline Road Lots 12 and 13,
Timberline Center
Fort Collins, CO
TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY
QUADRANGLES INCLUDE: FORT COLLINS, CO (1/1/1984).
1901 Sharp Point Dr Suite C
Ft. Collins, CO
20145015
Project Manager:
Drawn by:
Checked by:
Approved by:
BCR
EDB
EDB
1:24,000
5/5/14
Project No.
Scale:
File Name:
Date: A-1
EDB Exhibit
EXPLORATION PLAN
Ascent Studio Climbing Gym
2121 and 2127 South Timberline Road Lots 12 and 13,
Timberline Center
Fort Collins, CO
1901 Sharp Point Dr Suite C
Ft. Collins, CO
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
NOT INTENDED FOR CONSTRUCTION PURPOSES
20145015
AERIAL PHOTOGRAPHY PROVIDED
BY MICROSOFT BING MAPS
BCR
EDB
EDB
E
AS SHOWN
5/5/14
Scale:
A-2
Project Manager: Exhibit
Drawn by:
Checked by:
Approved by:
Project No.
File Name:
Date:
EDB
Geotechnical Engineering Report
Ascent Studio Climbing Gym Ŷ Fort Collins, Colorado
May 7, 2014 Ŷ Terracon Project No. 20145015
Responsive Ŷ Resourceful Ŷ Reliable Exhibit A-3
Field Exploration Description
The locations of borings were based upon the proposed development shown on the provided
site plan. The borings were located in the field by measuring from existing site features. The
ground surface elevation was surveyed at each boring location referencing the temporary
benchmark shown on Exhibit A-2 using an engineer’s level.
The borings were drilled with a CME-75 truck-mounted rotary drill rig with solid-stem augers.
During the drilling operations, lithologic logs of the borings were recorded by the field engineer.
Disturbed samples were obtained at selected intervals utilizing a 2-inch outside diameter split-
spoon sampler and a 3-inch outside diameter ring-barrel sampler. Disturbed bulk samples were
obtained from auger cuttings. Penetration resistance values were recorded in a manner similar
to the standard penetration test (SPT). This test consists of driving the sampler into the ground
with a 140-pound hammer free-falling through a distance of 30 inches. The number of blows
required to advance the ring-barrel sampler 12 inches (18 inches for standard split-spoon
samplers, final 12 inches are recorded) or the interval indicated, is recorded as a standard
penetration resistance value (N-value). The blow count values are indicated on the boring logs
at the respective sample depths. Ring-barrel sample blow counts are not considered N-values.
A CME automatic SPT hammer was used to advance the samplers in the borings performed on
this site. A greater efficiency is typically achieved with the automatic hammer compared to the
conventional safety hammer operated with a cathead and rope. Published correlations between
the SPT values and soil properties are based on the lower efficiency cathead and rope method.
This higher efficiency affects the standard penetration resistance blow count value by increasing
the penetration per hammer blow over what would be obtained using the cathead and rope
method. The effect of the automatic hammer's efficiency has been considered in the interpretation
and analysis of the subsurface information for this report.
The standard penetration test provides a reasonable indication of the in-place density of sandy
type materials, but only provides an indication of the relative stiffness of cohesive materials
since the blow count in these soils may be affected by the moisture content of the soil. In
addition, considerable care should be exercised in interpreting the N-values in gravelly soils,
particularly where the size of the gravel particle exceeds the inside diameter of the sampler.
Groundwater measurements were obtained in the borings at the time of site exploration and
several days after drilling. After subsequent groundwater measurements were obtained, the
borings were backfilled with auger cuttings and sand (if needed). Some settlement of the
backfill may occur and should be repaired as soon as possible.
0.5
3.0
25.0
28.0
33.0
35.0
VEGETATIVE LAYER - 6 inches
FILL - CLAYEY SAND WITH GRAVEL , light brown,
medium dense
SANDY LEAN CLAY (CL), trace calcareous
nodules, light brown to reddish-brown, medium stiff to
stiff
SILTY SAND, medium grained, light brown, dense
WELL GRADED SAND WITH GRAVEL, fine to
coarse grained, pinkish-brown, dense
INTERBEDDED SILSTONE/CLAYSTONE, gray to
dark gray, very hard
Boring Terminated at 35 Feet
21-13
2-3-3
N=6
7-8
4-4-3
N=7
8-9-11
N=20
35-23-19
N=42
36-50/6"
62
18
12
17
17
10
20
90
107
38-12-26
96.5
94
72
69
64
62
0.011
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
LOCATION
DEPTH
Latitude: 40.559396° Longitude: -105.041329°
GRAPHIC LOG
See Exhibit A-2
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20145015.GPJ TEMPLATE UPDATE 3-31-14.GPJ 5/7/14
2121 South Timberline Road Lots 12 and 13
Fort Collins, Colorado
SITE:
PROJECT: Ascent Studio Climbing Gym
Page 1 of 1
Advancement Method:
4-inch solid stem augers
0.5
1.0
22.0
26.0
29.5
34.3
VEGETATIVE LAYER - 6 inches
FILL - CLAYEY SAND WITH GRAVEL , light brown
LEAN CLAY WITH SAND (CL), trace calcareous
nodules, light brown to reddish-brown, stiff to very
stiff
POORLY GRADED SAND, trace gravel, medium
grained, light brown, dense
WELL GRADED SAND WITH GRAVEL, fine to
coarse grained, pinkish-brown, dense
INTERBEDDED SILSTONE/CLAYSTONE, light
gray to dark gray, very hard
Boring Terminated at 34.3 Feet
4-3-5
N=8
3-4-4
N=8
7-10
9-11
8-9-21
N=30
17-21-17
N=38
100/4"
-0.4
78
4
10
15
15
13
23
11
99
104
31-20-11
94.5
94
73
69
65.5
60.5
0.006
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
LOCATION
DEPTH
Latitude: 40.559249° Longitude: -105.041027°
GRAPHIC LOG
See Exhibit A-2
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20145015.GPJ TEMPLATE UPDATE 3-31-14.GPJ 5/7/14
2121 South Timberline Road Lots 12 and 13
Fort Collins, Colorado
SITE:
PROJECT: Ascent Studio Climbing Gym
Page 1 of 1
0.5
1.0
20.0
25.0
28.0
33.0
35.0
VEGETATIVE LAYER - 6 inches
FILL - CLAYEY SAND WITH GRAVEL , medium
grained, light brown
SANDY LEAN CLAY, trace gravel, light brown to
reddish-brown, stiff to very stiff
CLAYEY SAND, trace gravel, fine to coarse
grained, reddish-brown, medium dense to dense
POORLY GRADED SAND, trace gravel, coarse
grained, pinkish-brown, dense
WELL GRADED SAND WITH GRAVEL, fine to
coarse grained, pinkish-brown, very dense
INTERBEDDED SILSTONE/CLAYSTONE, dark
gray and rust, very hard
Boring Terminated at 35 Feet
6-6
3-4-4
N=8
6-9
6-6-12
N=18
31-25-21
N=46
50/6"
25-50/6"
-0.3
-0.7
6
20
12
14
5
11
14
21
80
110
96.5
96
77
72
69
64
62
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
LOCATION
DEPTH
Latitude: 40.559056° Longitude: -105.041326°
GRAPHIC LOG
See Exhibit A-2
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20145015.GPJ TEMPLATE UPDATE 3-31-14.GPJ 5/7/14
2121 South Timberline Road Lots 12 and 13
Fort Collins, Colorado
SITE:
0.5
1.0
10.5
VEGETATIVE LAYER - 6 inches
FILL - CLAYEY SAND WITH GRAVEL , medium
grained, light brown
SANDY LEAN CLAY, trace gravel and calcareous
nodules, light brown to reddish-brown, medium stiff to
very stiff
Boring Terminated at 10.5 Feet
9-11
4-2-2
N=4
4-4-4
N=8
-0.03 8
11
10
118
95.5
95
85.5
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
LOCATION
DEPTH
Latitude: 40.559282° Longitude: -105.040632°
GRAPHIC LOG
See Exhibit A-2
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20145015.GPJ TEMPLATE UPDATE 3-31-14.GPJ 5/7/14
2121 South Timberline Road Lots 12 and 13
Fort Collins, Colorado
SITE:
PROJECT: Ascent Studio Climbing Gym
Page 1 of 1
Advancement Method:
4-inch solid stem augers
Abandonment Method:
Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
Notes:
Project No.: 20145015
Drill Rig: CME-75
Boring Started: 4/9/2014
BORING LOG NO. 4
CLIENT: Ascent Studio Climbing and Fitness
Fort Collins, Colorado
Driller: Drilling Engineers, Inc.
Boring Completed: 4/9/2014
Exhibit: A-7
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
FIELD TEST
RESULTS
SWELL (%)
PERCENT FINES
0.5
3.0
10.5
VEGETATIVE LAYER - 6 inches
FILL - CLAYEY SAND WITH GRAVEL , medium
grained, light brown to dark brown, loose
SANDY LEAN CLAY, light brown to reddish-brown,
stiff
Boring Terminated at 10.5 Feet
7-8
7-6-5
N=11
6-4-4
N=8
20
65
7
15
102
35-18-17
97
94.5
87
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
LOCATION
DEPTH
Latitude: 40.558949° Longitude: -105.040643°
GRAPHIC LOG
See Exhibit A-2
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20145015.GPJ TEMPLATE UPDATE 3-31-14.GPJ 5/7/14
2121 South Timberline Road Lots 12 and 13
Fort Collins, Colorado
SITE:
PROJECT: Ascent Studio Climbing Gym
Page 1 of 1
Advancement Method:
4-inch solid stem augers
Abandonment Method:
Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
Notes:
Project No.: 20145015
Drill Rig: CME-75
Boring Started: 4/9/2014
BORING LOG NO. 5
CLIENT: Ascent Studio Climbing and Fitness
Fort Collins, Colorado
Driller: Drilling Engineers, Inc.
Boring Completed: 4/9/2014
Exhibit: A-8
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
FIELD TEST
RESULTS
SWELL (%)
APPENDIX B
LABORATORY TESTING
Geotechnical Engineering Report
Ascent Studio Climbing Gym Ŷ Fort Collins, Colorado
May 7, 2014 Ŷ Terracon Project No. 20145015
Responsive Ŷ Resourceful Ŷ Reliable Exhibit B-1
Laboratory Testing Description
The soil and bedrock samples retrieved during the field exploration were returned to the
laboratory for observation by the project geotechnical engineer. At that time, the field
descriptions were reviewed and an applicable laboratory testing program was formulated to
determine engineering properties of the subsurface materials.
Laboratory tests were conducted on selected soil and bedrock samples. The results of these
tests are presented on the boring logs and in this appendix. The test results were used for the
geotechnical engineering analyses, and the development of foundation and earthwork
recommendations. The laboratory tests were performed in general accordance with applicable
locally accepted standards. Soil samples were classified in general accordance with the Unified
Soil Classification System described in Appendix C. Rock samples were visually classified in
general accordance with the description of rock properties presented in Appendix C.
Water content Plasticity index
Grain-size distribution
Consolidation/swell
Dry density
Water-soluble sulfate content
APPENDIX C
SUPPORTING DOCUMENTS
Exhibit: C-1
Unconfined
Compressive
Strength
Qu, (tsf)
0.25 to 0.50
1.00 to 2.00
> 4.00
less than 0.25
0.50 to 1.00
2.00 to 4.00
Non-plastic
Low
Medium
High
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Photo-Ionization Detector
Organic Vapor Analyzer
SAMPLING
WATER LEVEL
FIELD TESTS
(HP)
(T)
(DCP)
(PID)
(OVA)
GENERAL NOTES
Over 12 in. (300 mm)
12 in. to 3 in. (300mm to 75mm)
3 in. to #4 sieve (75mm to 4.75 mm)
#4 to #200 sieve (4.75mm to 0.075mm
Passing #200 sieve (0.075mm)
Particle Size
< 5
5 - 12
> 12
Percent of
Dry Weight
Descriptive Term(s)
of other constituents
RELATIVE PROPORTIONS OF FINES
0
1 - 10
11 - 30
> 30
Plasticity Index
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Percent of
Dry Weight
Major Component
of Sample
UNIFIED SOIL CLASSIFICATION SYSTEM
Exhibit C-2
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E GW Well-graded gravel F
Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E SW Well-graded sand I
Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic:
PI 7 and plots on or above “A” line J CL Lean clay K,L,M
PI 4 or plots below “A” line J ML Silt K,L,M
Organic:
Liquid limit - oven dried
0.75 OL
Organic clay K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above “A” line CH Fat clay K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic:
Liquid limit - oven dried
0.75 OH
Organic clay K,L,M,P
Liquid limit - not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
DESCRIPTION OF ROCK PROPERTIES
Exhibit C-3
WEATHERING
Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.
Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show
bright. Rock rings under hammer if crystalline.
Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In
granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.
Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull
and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength
as compared with fresh rock.
Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority
show kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick.
Severe All rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strong
soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.
Very severe All rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” with
only fragments of strong rock remaining.
Complete Rock reduced to ”soil”. Rock “fabric” not discernible or discernible only in small, scattered locations. Quartz may
be present as dikes or stringers.
HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals)
Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of
geologist’s pick.
Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.
Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of
a geologist’s pick. Hand specimens can be detached by moderate blow.
Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small
chips to pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick.
Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in
size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.
Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be
broken with finger pressure. Can be scratched readily by fingernail.
Joint, Bedding, and Foliation Spacing in Rock
a
Spacing Joints Bedding/Foliation
Less than 2 in. Very close Very thin
2 in. – 1 ft. Close Thin
1 ft. – 3 ft. Moderately close Medium
3 ft. – 10 ft. Wide Thick
More than 10 ft. Very wide Very thick
a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so.
Rock Quality Designator (RQD) a Joint Openness Descriptors
RQD, as a percentage Diagnostic description Openness Descriptor
Exceeding 90 Excellent No Visible Separation Tight
90 – 75 Good Less than 1/32 in. Slightly Open
75 – 50 Fair 1/32 to 1/8 in. Moderately Open
50 – 25 Poor 1/8 to 3/8 in. Open
Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide
a. RQD (given as a percentage) = length of core in pieces Greater than 0.1 ft. Wide
4 in. and longer/length of run.
References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for
Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S.
Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual.
Exhibit C-4
LABORATORY TEST
SIGNIFICANCE AND PURPOSE
Test Significance Purpose
California Bearing
Ratio
Used to evaluate the potential strength of subgrade soil,
subbase, and base course material, including recycled
materials for use in road and airfield pavements.
Pavement Thickness
Design
Consolidation
Used to develop an estimate of both the rate and amount of
both differential and total settlement of a structure. Foundation Design
Direct Shear
Used to determine the consolidated drained shear strength
of soil or rock.
Bearing Capacity,
Foundation Design,
and Slope Stability
Dry Density
Used to determine the in-place density of natural, inorganic,
fine-grained soils.
Index Property Soil
Behavior
Expansion
Used to measure the expansive potential of fine-grained
soil and to provide a basis for swell potential classification.
Foundation and Slab
Design
Gradation
Used for the quantitative determination of the distribution of
particle sizes in soil. Soil Classification
Liquid & Plastic Limit,
Plasticity Index
Used as an integral part of engineering classification
systems to characterize the fine-grained fraction of soils,
and to specify the fine-grained fraction of construction
materials.
Soil Classification
Permeability
Used to determine the capacity of soil or rock to conduct a
liquid or gas.
Groundwater Flow
Analysis
pH
Used to determine the degree of acidity or alkalinity of a
soil. Corrosion Potential
Resistivity
Used to indicate the relative ability of a soil medium to carry
electrical currents. Corrosion Potential
R-Value
Used to evaluate the potential strength of subgrade soil,
subbase, and base course material, including recycled
materials for use in road and airfield pavements.
Pavement Thickness
Design
Soluble Sulfate
Used to determine the quantitative amount of soluble
sulfates within a soil mass. Corrosion Potential
Exhibit C-5
REPORT TERMINOLOGY
(Based on ASTM D653)
Allowable Soil
Bearing Capacity
The recommended maximum contact stress developed at the interface of the foundation
element and the supporting material.
Alluvium
Soil, the constituents of which have been transported in suspension by flowing water and
subsequently deposited by sedimentation.
Aggregate Base
Course
A layer of specified material placed on a subgrade or subbase usually beneath slabs or
pavements.
Backfill A specified material placed and compacted in a confined area.
Bedrock
A natural aggregate of mineral grains connected by strong and permanent cohesive forces.
Usually requires drilling, wedging, blasting or other methods of extraordinary force for
excavation.
Bench A horizontal surface in a sloped deposit.
Caisson (Drilled
Pier or Shaft)
A concrete foundation element cast in a circular excavation which may have an enlarged
base. Sometimes referred to as a cast-in-place pier or drilled shaft.
Coefficient of
Friction
A constant proportionality factor relating normal stress and the corresponding shear stress
at which sliding starts between the two surfaces.
Colluvium
Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a
slope or cliff.
Compaction The densification of a soil by means of mechanical manipulation
Concrete Slab-on-
Grade
A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used
as a floor system.
Differential
Movement Unequal settlement or heave between, or within foundation elements of structure.
Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall.
ESAL
Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000
pound axle loads).
Engineered Fill
Specified material placed and compacted to specified density and/or moisture conditions
under observations of a representative of a geotechnical engineer.
Equivalent Fluid
A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral
support presumed to be equivalent to that produced by the actual soil. This simplified
approach is valid only when deformation conditions are such that the pressure increases
linearly with depth and the wall friction is neglected.
Existing Fill (or
Man-Made Fill) Materials deposited throughout the action of man prior to exploration of the site.
Existing Grade The ground surface at the time of field exploration.
Exhibit C-6
REPORT TERMINOLOGY
(Based on ASTM D653)
Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture.
Finished Grade The final grade created as a part of the project.
Footing A portion of the foundation of a structure that transmits loads directly to the soil.
Foundation The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth The depth at which the ground becomes frozen during the winter season.
Grade Beam
A foundation element or wall, typically constructed of reinforced concrete, used to span
between other foundation elements such as drilled piers.
Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock.
Heave Upward movement.
Lithologic
The characteristics which describe the composition and texture of soil and rock by
observation.
Native Grade The naturally occurring ground surface.
Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil.
Optimum Moisture
Content
The water content at which a soil can be compacted to a maximum dry unit weight by a given
compactive effort.
Perched Water
Groundwater, usually of limited area maintained above a normal water elevation by the
presence of an intervening relatively impervious continuous stratum.
Scarify To mechanically loosen soil or break down existing soil structure.
Settlement Downward movement.
Skin Friction (Side
Shear)
The frictional resistance developed between soil and an element of the structure such as a
drilled pier.
Soil (Earth)
Sediments or other unconsolidated accumulations of solid particles produced by the physical
and chemical disintegration of rocks, and which may or may not contain organic matter.
Strain The change in length per unit of length in a given direction.
Stress The force per unit area acting within a soil mass.
Strip To remove from present location.
Subbase A layer of specified material in a pavement system between the subgrade and base course.
Subgrade The soil prepared and compacted to support a structure, slab or pavement system.
Unconfined
Compression
To obtain the approximate compressive strength of soils
that possess sufficient cohesion to permit testing in the
unconfined state.
Bearing Capacity
Analysis for
Foundations
Water Content
Used to determine the quantitative amount of water in a soil
mass.
Index Property Soil
Behavior
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
10 60
2
30
D x D
(D )
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”
whichever is predominant.
L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to
group name.
M If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI 4 and plots on or above “A” line.
O PI 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
Trace
With
Modifier
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Trace
With
Modifier
DESCRIPTIVE SOIL CLASSIFICATION
Boulders
Cobbles
Gravel
Sand
Silt or Clay
Descriptive Term(s)
of other constituents
< 15
15 - 29
> 30
Term
PLASTICITY DESCRIPTION
Water levels indicated on the soil boring
logs are the levels measured in the
borehole at the times indicated.
Groundwater level variations will occur
over time. In low permeability soils,
accurate determination of groundwater
levels is not possible with short term
water level observations.
Water Level After
a Specified Period of Time
Water Level After a
Specified Period of Time
Water Initially
Encountered
Modified
Dames &
Moore Ring
Sampler
Standard
Penetration
Test
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
STRENGTH TERMS
BEDROCK
Loose
Medium Dense
Dense
0 - 3
4 - 9
10 - 29
30 - 50
7 - 18
19 - 58
Very Soft
Soft
Medium-Stiff
Stiff
Very Stiff
Standard
Penetration or
N-Value
Blows/Ft.
2 - 4
4 - 8
8 - 15
< 3
5 - 9
19 - 42
> 42
30 - 49
50 - 89
20 - 29
Medium Hard
Very Dense
RELATIVE DENSITY OF COARSE-GRAINED
SOILS
Descriptive
Term
(Density)
Very Loose
> 50
Ring
Sampler
Blows/Ft.
0 - 6
59 - 98
> 99
Descriptive
Term
(Consistency)
Hard
0 - 1
Ring
Sampler
Blows/Ft.
3 - 4
10 - 18
Ring
Sampler
Blows/Ft.
< 30
90 - 119
Standard
Penetration or
N-Value
Blows/Ft.
Descriptive
Term
(Consistency)
Weathered
Firm
Very Hard
CONSISTENCY OF FINE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.)
Density determined by
Standard Penetration Resistance
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
Standard
Penetration or
N-Value
Blows/Ft.
_ 15 - 30
> 30
> 119
< 20
30 - 49
50 - 79
>79
Hard
PERCENT FINES
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
ELEVATION (Ft.)
Surface Elev.: 97.6 (Ft.)
DEPTH (Ft.)
5
10
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
SULFATES (%)
No free water observed
WATER LEVEL OBSERVATIONS
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
ELEVATION (Ft.)
Surface Elev.: 95.8 (Ft.)
DEPTH (Ft.)
5
10
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
SULFATES (%)
No free water observed
WATER LEVEL OBSERVATIONS
PROJECT: Ascent Studio Climbing Gym
Page 1 of 1
Advancement Method:
4-inch solid stem augers
Abandonment Method:
Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
Notes:
Project No.: 20145015
Drill Rig: CME-75
Boring Started: 4/9/2014
BORING LOG NO. 3
CLIENT: Ascent Studio Climbing and Fitness
Fort Collins, Colorado
Driller: Drilling Engineers, Inc.
Boring Completed: 4/9/2014
Exhibit: A-6
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
FIELD TEST
RESULTS
SWELL (%)
PERCENT FINES
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
ELEVATION (Ft.)
Surface Elev.: 97.1 (Ft.)
DEPTH (Ft.)
5
10
15
20
25
30
35
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
SULFATES (%)
While drilling
4/14/14
WATER LEVEL OBSERVATIONS
Advancement Method:
4-inch solid stem augers
Abandonment Method:
Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
Notes:
Project No.: 20145015
Drill Rig: CME-75
Boring Started: 4/9/2014
BORING LOG NO. 2
CLIENT: Ascent Studio Climbing and Fitness
Fort Collins, Colorado
Driller: Drilling Engineers, Inc.
Boring Completed: 4/9/2014
Exhibit: A-5
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
FIELD TEST
RESULTS
SWELL (%)
PERCENT FINES
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
ELEVATION (Ft.)
Surface Elev.: 94.9 (Ft.)
DEPTH (Ft.)
5
10
15
20
25
30
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
SULFATES (%)
While drilling
4/14/14
WATER LEVEL OBSERVATIONS
Abandonment Method:
Borings backfilled with soil cuttings upon completion.
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
Notes:
Project No.: 20145015
Drill Rig: CME-75
Boring Started: 4/9/2014
BORING LOG NO. 1
CLIENT: Ascent Studio Climbing and Fitness
Fort Collins, Colorado
Driller: Drilling Engineers, Inc.
Boring Completed: 4/9/2014
Exhibit: A-4
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
FIELD TEST
RESULTS
SWELL (%)
PERCENT FINES
WATER
CONTENT (%)
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
ELEVATION (Ft.)
Surface Elev.: 96.9 (Ft.)
DEPTH (Ft.)
5
10
15
20
25
30
35
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
SULFATES (%)
While drilling
4/14/14
WATER LEVEL OBSERVATIONS