HomeMy WebLinkAboutZIEGLER - HARVEST PARK ODP - ODP120004 - SUBMITTAL DOCUMENTS - ROUND 1 - RECOMMENDATION/REPORTPRELIMINARY GEOTECHNICAL EXPLORATION REPORT
5305 ZIEGLER ROAD – NORTH/LOT 1
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122052A
Prepared for:
Architecture West, LLC
4710 South College Avenue
Fort Collins, Colorado 80525
Attn: Mr. Stephen Steinbicker (Steve@architecturewestllc.com)
Prepared by:
Earth Engineering Consultants, Inc.
4396 Greenfield Drive
Windsor, Colorado 80550
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
www.earth-engineering.com
July 11, 2012
Architecture West, LLC
4710 South College Avenue
Fort Collins, Colorado 80525
Attn: Mr. Stephen Steinbicker (Steve@architecturewestllc.com)
Re: Preliminary Geotechnical Exploration Report
5305 Ziegler Road – North/Lot 1
Fort Collins, Colorado
EEC Project No. 1122052A
Mr. Steinbicker:
Enclosed, herewith, are the results of the preliminary geotechnical subsurface exploration completed
by Earth Engineering Consultants, Inc. (EEC) personnel for the proposed development of Lot 1 north
of County Fair Lane at 5305 Ziegler Road in Fort Collins, Colorado. We understand the property at
5305 Ziegler Road consists of an approximate 3.75 acre parcel split into a north parcel (lot 1) located
north of County Fair Lane and a south parcel (Lot 2) located south of that roadway. County Fair Lane
has yet to be constructed across this property. We understand the north parcel is expected to be
developed with two (2) office/retail buildings. However, these buildings could also be constructed as
multi-family similar to the south parcel. The structures may have full basements. Foundation loads
are anticipated to be light. Small grade changes are expected to develop site grading. Drive and
parking will be developed off of County Fair Lane.
The subsurface soils encountered at the four (4) test boring locations on the north parcel included near
surface sandy lean clays extending to a depth of approximately 20 feet below present site grade in
boring B-3 and to the bottom of the other borings at depths of approximately 15 to 20 feet. The lean
clay in boring B-3 was underlain by highly weathered sandstone/siltstone/claystone bedrock. The near
surface cohesive soils generally showed moderate potential to swell with increased moisture content
and load.
Based on results of the field borings and laboratory testing, we anticipate overexcavation and moisture
conditioning of dry, hard cohesive soils will be required to reduce potential for swelling of the
subgrade materials and resultant movement of foundations or floor slabs. We expect foundations for
PRELIMINARY GEOTECHNICAL EXPLORATION REPORT
5305 ZIEGLER ROAD – NORTH/LOT 1
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122052A
July 11, 2012
INTRODUCTION
The geotechnical subsurface exploration for the proposed north parcel – Lot 1 at 5305
Ziegler Road in Fort Collins, Colorado, has been completed. Four (4) soil borings were
completed at predetermined locations on the Lot 1 parcel to develop information on existing
subsurface conditions. The borings were extended to depths of approximately 15 to 30 feet
below present site surface grade. Individual boring logs and a diagram indicating the
approximate boring locations are included with this report.
The development parcel at 5305 Ziegler Road includes approximately 3.75 acres divided as a
north parcel (Lot 1) located north of County Fair Lane and a south parcel (Lot 2) located to
the south of that roadway. Two (2) office/retail buildings are expected to be developed on
the north parcel. Those structures are expected to have light foundation loads, less than 3
kips per lineal foot for continuous wall loads and less than 100 kips for column loads. As an
alternative, the north buildings may be multi-family units similar to the south parcel
buildings. The multi-family units may have full basements. Small grade changes are
expected to develop the final site grades in the vicinity of the proposed buildings. Paved
drive and parking areas will be constructed as a part of the proposed development.
The purpose of this report is to describe the subsurface conditions encountered in the
borings, analyze and evaluate the test data and provide preliminary geotechnical
recommendations concerning design and construction of foundations and support of floor
slabs and pavements
EXPLORATION AND TESTING PROCEDURES
The proposed boring locations were selected in collaboration with Architecture West and
located in the field by Earth Engineering Consultants, Inc. (EEC) personnel by pacing and
estimating angles from identifiable site references. The approximate locations of the borings
are indicated on the attached boring location diagram. The location of the borings should be
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
Page 2
considered accurate only to the degree implied by the methods used to make the field
measurements.
The test borings were completed using a truck mounted, CME-45 drill rig equipped with a
hydraulic head employed in drilling and sampling operations. The boreholes were advanced
using 4-inch nominal diameter continuous flight augers. Samples of the subsurface materials
encountered were obtained using split-barrel and California barrel sampling procedures in
general accordance with ASTM Specifications D1586 and D3550, respectively.
In the split-barrel and California barrel sampling procedures, standard sampling spoons are
driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The
number of blows required to advance the split barrel and California barrel samplers is
recorded and is used to estimate the in-situ relative density of cohesionless soils and, to a
lesser degree of accuracy, the consistency of cohesive soils. In the California barrel
sampling procedure, relatively undisturbed samples are obtained in removable brass liners.
All samples obtained in the field were sealed and returned to the laboratory for further
examination, classification, and testing.
Laboratory moisture content tests were completed on each of the recovered samples. In
addition, the unconfined strength of appropriate samples was estimated using a calibrated
hand penetrometer. Atterberg limits and washed sieve analysis tests were completed on
selected samples to evaluate the quantity and plasticity of the fines in the subgrade.
Swell/consolidation tests were completed on selected samples to evaluate the potential for
the subgrade materials to change volume with variation in moisture content and load.
Soluble sulfate tests were performed on selected samples to evaluate the potential for sulfate
attack on site cast concrete. Results of the outlined tests are indicated on the attached boring
logs and summary sheets.
As a part of the testing program, all samples were examined in the laboratory by an engineer
and classified in accordance with the attached General Notes and the Unified Soil
Classification System, based on the soil’s texture and plasticity of the soil. The estimated
group symbol for the Unified Soil Classification System is indicated on the boring logs and a
brief description of that Classification System is included with this report. Classification of
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
Page 3
the bedrock was based on visual and tactual observation of disturbed samples and auger
cuttings. Coring and/or petrographic analysis may reveal other rock types.
SITE AND SUBSURFACE CONDITIONS
The proposed development is located on the west side of Ziegler Road, north of Kechter, in
Fort Collins, Colorado. The development property was formerly part of the Ruff Feedlot and
still contains several outbuildings. Most recently, the property has been used for truck and
miscellaneous storage. We understand the site structures will be razed to accommodate the
planned development. Site drainage is generally to the south toward McClelland Creek
which borders the south parcel to the south.
An EEC field engineer was on site during drilling operations to evaluate the subsurface
conditions encountered and to direct the drilling activities. Field logs prepared by EEC site
personnel were based on visual and tactual observation of disturbed samples and auger
cuttings. The final boring logs included with this report may contain modifications to the
field logs based on results of laboratory testing and evaluation. Based on results of the field
borings and laboratory evaluation, subsurface conditions can be generalized as follows.
Surface materials on the north parcel generally included sparse vegetation and/or topsoil.
The topsoil/vegetation was underlain by brown lean clay with varying amounts of sand. The
cohesive soils were generally very stiff to hard and were generally dry to very dry. The low
moisture content clay soils showed moderate swell potential in laboratory testing. The lean
clay soils extended to the bottom of borings B-1, B-2 and B-4 at depths on the order of 15 to
20 feet below present ground surface. The cohesive soils extended to a depth of
approximately 20 feet in boring B-3 and were underlain by highly weathered to weathered
siltstone/sandstone/claystone bedrock. The bedrock formation generally became less
weathered with depth and extended to the bottom of boring B-3 at a depth of approximately
30 feet below existing site grades.
The stratification boundaries indicated on the boring logs represent the approximate
locations of changes in soil and bedrock types. In-situ, the transition of materials may be
gradual and indistinct.
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
Page 4
GROUNDWATER CONDITIONS
Observations were made while drilling and after completion of the borings to detect the
presence and depth to hydrostatic groundwater. In addition, field slotted PVC piezometers
were installed at four (4) boring locations on the overall site to allow for short term
monitoring of groundwater levels. At the time of our field exploration, groundwater was
observed at depths on the order of 16 feet below ground surface. Measurements in the field
piezometers approximately 2 weeks after the initial drilling indicate groundwater levels
ranging from approximately 14 to 18 feet below existing ground surface. Depths to
groundwater are indicated in the upper hand corners of the boring logs.
Fluctuations in groundwater levels can occur over time depending on variations in
hydrologic conditions and other conditions not apparent at the time of this report.
Monitoring of groundwater levels in cased boring which are sealed from the influence of
surface water will be required to more accurately evaluate the depth and fluctuations in
groundwater levels on the site.
Zones of perched and/or trapped groundwater may occur at times in the subsurface soils
overlying bedrock, on top of the bedrock surface or within permeable fractures within the
bedrock. The location and amount of perched/trapped water is depended on several factors
including hydrologic conditions, type of site development, irrigation demands on or adjacent
to the site and fluctuations in water levels in McClelland Creek on the southern boundary of
the property as well as seasonal weather conditions. Observations submitted with this report
represent groundwater conditions at the time of the field exploration and may or may not be
indicative of other times or other locations.
ANALYSIS AND RECOMMENDATIONS
Swell/Consolidation Test Results
The swell/consolidation test is performed to evaluate swell or collapse potential of soils or
bedrock for determining foundation, floor slab and pavement design criteria. In this test,
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
Page 5
relatively undisturbed samples obtained from the California barrel sampler or thin-walled
tubes are placed in a laboratory apparatus and inundated with water under a predetermined
load. The swell index is the resulting amount of swell or collapse after the inundation
period, expressed as a percent of the sample’s initial thickness. After the inundation period,
additional incremental loads are applied to evaluate the swell pressure and consolidation of
the tested sample.
For the north parcel of the development, we conducted five (5) swell/consolidation tests at
varying depths throughout the north portion of the site. The swell index values for the soils
samples revealed moderate swell characteristics ranging from approximately 2.4 to 4.5%
swell. A swell of approximately 2.7% was measured in the underlying bedrock.
The Colorado Association of Geotechnical Engineers (CAGE) uses the following information in
Table I, to provide uniformity in terminology between geotechnical engineers to provide a
relative correlation of slab performance risk to measured swell. “The representative percent
swell values are not necessarily measured values; rather, they are a judgment of the swell of the
soil and/or bedrock profile likely to influence slab performance.” Geotechnical engineers use
this information to also evaluate the swell potential risks for foundation performance based on
the risk categories.
TABLE I: Recommended Representative Swell Potential Descriptions and Corresponding
Slab Performance Risk Categories
Slab Performance Risk Category Representative Percent Swell
(500 psf Surcharge)
Representative Percent Swell
(1000 psf Surcharge)
Low 0 to < 3 0 < 2
Moderate 3 to < 5 2 to < 4
High 5 to < 8 4 to < 6
Very High > 8 > 6
Based on the outlined criteria, the soil samples for this site showed moderate swell potential.
Site Preparation
The near subgrade materials showed approximately 2½ to 4½% swell at a dead load of 500
psf. The near surface cohesive soils were relatively dry and hard resulting in the higher
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
Page 6
observed swell. Removal and replacement of the excessively dry and hard subgrade soils
will be required beneath any foundations, floor slabs, pavements and exterior flatwork.
All existing vegetation and/or topsoil should be removed from any site improvement or fill
area. In addition, any excessively dry and hard cohesive subgrade soils should be removed
laterally to at least 5 feet outside the perimeter of site building or pavements and to a depth
consistent with developing acceptable risk of post-construction movement. We expect
minimum overexcavation depths of 3 to 4 feet in pavement and flatwork areas where greater
movements would be tolerable and depths of 6 feet or greater in building areas. Post-
construction slab-on-grade foundations could be constructed in lesser depth of
overexcavation.
We understand existing site structures will be razed prior to constructing the planned site
improvements. All structure elements (footings, floor slabs, sidewalks, patios, etc.) should
be removed from the site along with any existing fill or backfill soils associated with the
existing site structures.
After stripping and completing all cuts and prior to placement of any fill, foundations, floor
slabs or pavements, the exposed subgrade should be scarified to a minimum depth of 9
inches, adjusted in moisture content and compacted to at least 95% of the materials’
maximum dry density as determined in accordance with ASTM Specification D-698, the
standard Proctor procedure. The moisture content of the scarified soils should be adjusted to
be within the range of -1 to +3% of standard Proctor optimum moisture.
Fill materials required to develop the building and pavement subgrades should consist of
approved, low volume change materials which are free from organic matter and debris. The
site sandy lean clay/clayey sand soils could be used as fill in these areas. Imported granular
structural fill may be considered to reduce the post-construction movement potential. Site
fill materials should be relatively uniform across individual building and/or pavement areas.
Sandy lean clay/clayey sand fill materials should be placed in loose lifts not to exceed 9
inches thick, adjusted in moisture content as outlined for the scarified soils and compacted to
at least 95% of the materials’ standard Proctor maximum dry density.
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
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After placement of fill materials, care should be taken to prevent disturbing of prepared
subgrades. Care should also be taken to prevent excessive drying or densification of the
subgrade materials and wetting of those materials. Construction traffic routes on the site can
result in excessive densification of the subgrade soils.
Foundations
Footing foundations for the buildings would be supported on newly placed and compacted
fill consisting of processed site sandy lean clays or imported granular structural fill. For
design of footing foundations bearing on acceptable newly placed and compacted fill as
outlined in the Site Preparation portion of this report, we recommend using a net allowable
total load soil bearing pressure not to exceed 1,500 psf. The net bearing pressure refers to
the pressure at foundation bearing level in excess of the minimum surrounding overburden
pressure.
Exterior foundations and foundations in unheated areas should be located a minimum of 30
inches below adjacent exterior grade to provide frost protection. We recommend formed
continuous footings have a minimum width of 12 inches and isolated column foundations
have a minimum width of 24 inches. A minimum dead load pressure would not be required
in the low swell potential placed fill soils.
No unusual problems are anticipated in completing excavation required for construction of
the footing foundations. Care should be taken to see that the footing foundations are
supported on suitable strength moisture conditioned fill soils and that the subgrade/bearing
soils are not overly dry and dense or wet and softened at the time of the footing concrete
placement. Soils which are loosened or disturbed by the construction activities or materials
becoming dry and desiccated or wet and softened will require removal and replacement or
reworking in-place prior to placement of foundation concrete.
Floor Slab Subgrades
Floor slab subgrades should be prepared as outlined in the Site Preparation section of this
report. After preparation of subgrades, care should be taken to prevent disturbing the in-
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
Page 8
place subgrade materials. Subgrade materials which are loosened or disturbed by the
construction activities or materials which are dry and dense or wet and softened should be
removed and replaced prior to placement of overlying floor slab concrete.
Care will be needed to prevent creating significant moisture variations in the subgrade soils
subsequent to construction. The cohesive soils can show volume change characteristics with
excessive drying or wetting. Excessive drying of the subgrade soils through tree and shrub
root systems can cause shrinkage of subgrade soils and differential movement of
foundations, floor slabs and flatwork.
Positive drainage should be developed away from the building with a minimum slope of 1-
inch per foot for the first 10 feet away from the structure within landscape areas. Flatter
slopes can be developed in flatwork areas provided positive drainage is maintained away
from the structure.
Basement Area Construction
Free groundwater was observed at depths on the order of 17 feet below present site grades at
the time of our field exploration.
Concerning lateral loads on the basement walls, we suggest those walls be designed using at-
rest soil bearing pressure in appropriate cohesive and cohesionless soils zones. Estimated
friction angles and associated coefficients of lateral pressures are provided below in Table 1.
Equivalent fluid pressure is calculated by multiplying appropriate coefficient by the
appropriate soil unit weight. Below the water table, additional pressure extended by the
hydrostatic loads on the walls should be added to the estimated soil pressure.
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
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Table I – Lateral Earth Pressure Design Values
Soil Type Low Plasticity Cohesive Medium Dense Granular
Wet Unit Weight 115 135
Saturated Unit Weight 135 140
Friction Angle () – (assumed) 25° 35°
Active Pressure Coefficient 0.40 0.27
At-rest Pressure Coefficient 0.58 0.43
Passive Pressure Coefficient 2.46 3.70
The outlined lateral earth pressure coefficients and soil unit weights do not include a factor
of safety. An appropriate factor safety should be used for design of the lateral pressures of
the below grade walls. Surcharge loads placed in the backfill adjacent to the walls or at
subgrade adjacent to the walls, such as first floor level footings or floor slabs or adjacent
drive and parking areas, could result in additional loads on the below grade walls.
Additional recommendations concerning construction of the below grade area below the
water table can be provided upon request.
Seismic
The observed subsurface conditions at the site consist of approximately 17 feet of
stiff/moderately dense soils overlying moderately hard weathered bedrock. Those
subsurface conditions indicate a site Classification of D using the 2009 International
Building Code System.
Pavements
Subgrades in the pavement areas should be generally prepared as outlined for Site
Preparation. However, site sandy lean clay soils and clayey sand soils may show instability
on strength loss when wetted. The instability will be visible through pumping and/or rutting
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
Page 10
of the subgrades in the pavement areas prior to placement of the overlying pavement
structure.
To allow for placement of a pavement section on a stable subgrade, we recommend
consideration be given to stabilization of the pavement subgrade through the addition of
Class C fly ash. We recommend blending 13% Class C fly ash by dry weights for the top 12
inches of the subgrade beneath the pavement section to provide stable subgrade support. The
blended materials should be adjusted in moisture content to ±2% of standard Proctor
optimum moisture and compacted to at least 95% of the materials standard Proctor
maximum dry density. Compacting soils slightly dry of optimum moisture for maximum dry
density will result in higher compressive strengths.
In addition to developing a stable subgrade for the pavement construction, stabilization of
subgrade can be utilized to reduce the required asphalt and/or aggregate base for the
pavement section. We recommend the pavement section consisting of 3½ inches of hot
bituminous pavement (HBP) overlying 4 inches of aggregate base course (ABC) for light
traffic/light load areas with a section including 4 inches of HBP overlying 6 inches of ABC
for more heavily traffic/loaded drive and entry areas. The HBP should be grading S or SX
75 and the ABC should be Class 5 or Class 6 aggregate base.
In areas of truck turning and/or trash truck routes, we recommend the use of Portland cement
concrete surface. A minimum of 6 inches of Portland cement concrete supported on a
stabilized base should be constructed in these areas. Portland cement concrete for use in the
pavement areas should be an exterior pavement mix with a 28-day compressive strength of at
least 4,000 psi and should be air entrained.
Sulfate Considerations
The water soluble sulfate (SO4) testing of the on-site overburden subsoils indicated sulfate
contents generally less than 1 pps or contents less than 150 ppm, sulfate (SO4) in water, or less
than 0.1% water soluble sulfate (SO4) in soils, percent by weight, are considered negligible risk
of sulfate attack on Portland cement concrete. Less than 150 ppm results would typically
indicate that ASTM Type I Portland cement is suitable for all concrete on and below grade.
Earth Engineering Consultants, Inc.
EEC Project No. 1122052A
July 11, 2012
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Therefore, based on the results as presented herein it appears Type I or Type I/II Portland
cement could be used for site cast-in-place concrete. Foundation concrete should be designed
in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4.
GENERAL COMMENTS
The analysis and recommendations presented in this report are based upon the data obtained
from the soil borings performed at the indicated locations and from any other information
discussed in this report. This report does not reflect any variations, which may occur
between borings or across the site. The nature and extent of such variations may not become
evident until construction. If variations appear evident, it will be necessary to re-evaluate the
recommendations of this report.
It is recommended that the geotechnical engineer be retained to review the plans and
specifications so comments can be made regarding the interpretation and implementation of
our geotechnical recommendations in the design and specifications. It is further
recommended that the geotechnical engineer be retained for testing and observations during
earthwork and foundation construction phases to help determine that the design requirements
are fulfilled.
This report has been prepared for the exclusive use of Architecture West, LLC for specific
application to the project discussed and has been prepared in accordance with generally
accepted geotechnical engineering practices. No warranty, express or implied, is made. In
the event that any changes in the nature, design, or location of the project as outlined in this
report are planned, the conclusions and recommendations contained in this report shall not
be considered valid unless the changes are reviewed and the conclusions of this report are
modified or verified in writing by the geotechnical engineer.
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted PS: Piston Sample
ST: Thin-Walled Tube - 2" O.D., unless otherwise noted WS: Wash Sample
R: Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted
PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit = 4", N, B BS: Bulk Sample
AS: Auger Sample PM: Pressure Meter
HS: Hollow Stem Auger WB: Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level WS : While Sampling
WCI: Wet Cave in WD : While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB : After Boring ACR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated
levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not
possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2488. Coarse Grained
Soils have move than 50% of their dry weight retained on a #200
sieve; they are described as: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight
retained on a #200 sieve; they are 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 relative in-place density
and fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff (CL); silty
sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf Consistency
< 500 Very Soft
500 - 1,000 Soft
1,001 - 2,000 Medium
2,001 - 4,000 Stiff
4,001 - 8,000 Very Stiff
8,001 - 16,000 Very Hard
RELATIVE DENSITY OF COARSE-GRAINED SOILS:
N-Blows/ft Relative Density
0-3 Very Loose
4-9 Loose
10-29 Medium Dense
30-49 Dense
50-80 Very Dense
80 + Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight Slight decomposition of parent material on
joints. May be color change.
Moderate Some decomposition and color change
throughout.
High Rock highly decomposed, may be extremely
broken.
HARDNESS AND DEGREE OF CEMENTATION:
HARVEST MIXED USE
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122052
JUNE 2012
HARVEST MIXED USE
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122052
JUNE 2012
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY (CL) _ _
brown 2
stiff to very stiff _ _
with calcareous deposits CS 3 14 9000+ 11.4 110.6 49 33 69.2 2600 psf 3.2%
_ _
4
_ _
SS 5 15 9000+ 8.4
_ _
6
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7
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8
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9
_ _
CS 10 25 9000+ 11.3 120.9
_ _
11
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12
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13
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14
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SS 15 9 5500 19.4
_ _
BOTTOM OF BORING DEPTH 15.5' 16
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17
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18
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19
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20
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21
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22
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23
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24
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25
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Earth Engineering Consultants
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY (CL) _ _
brown 2
stiff to very stiff _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 31 9000+ 9.4 121.5 31 15 58.8 4000 psf 2.4%
_ _
6
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7
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8
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9
_ _
SS 10 10 9000+ 11.3
_ _
11
_ _
12
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13
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14
gravelly seam _ _
CS 15 20 -- 13.0 116.9
BOTTOM OF BORING DEPTH 15.0' _ _
16
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17
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18
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19
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20
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21
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22
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23
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24
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25
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Earth Engineering Consultants
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY (CL) _ _
brown 2
stiff to very stiff _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 14 9000+ 11.1 109.0 4400 psf 4.5%
_ _
6
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7
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8
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9
_ _
SS 10 21 9000+ 6.8
_ _
11
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12
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13
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14
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CS 15 12 9000+ 14.4 110.9
_ _
16
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17
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18
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19
_ _
SS 20 24 -- 11.7
_ _
CLAYSTONE / SILTSTONE / SANDSTONE 21
brown / grey / rust _ _
highly weathered 22
_ _
23
_ _
24
_ _
CS 25 50/6"
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
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CLAYSTONE / SILTSTONE / SANDSTONE 27
brown / grey / rust _ _
highly weathered 28
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29
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CS 30 50/6" 7000 21.3 48 27 93.1 7500 psf 2.7%
BOTTOM OF BORING DEPTH 30.0' _ _
31
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32
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33
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34
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35
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36
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37
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38
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39
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40
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41
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42
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44
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45
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46
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48
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49
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50
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Earth Engineering Consultants
24 HOUR 17.7'
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY (CL) _ _
brown 2
stiff to very stiff _ _
3
_ _
4
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CS 5 24 9000+ 10.4 116.9 5200 psf 4.1%
_ _
6
_ _
7
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8
_ _
9
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CS 10 17 9000+ 7.5 121.4
_ _
11
_ _
12
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13
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14
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traces of gravel SS 15 10 6500 19.6
_ _
16
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17
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18
sand & gravel seam _ _
19
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CS 20 25 -- 11.5 123.7
BOTTOM OF BORING DEPTH 20.0' _ _
21
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22
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23
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24
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25
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Earth Engineering Consultants
A-LIMITS SWELL
Project:
Location:
Project #:
Date:
5305 Ziegler Road
Fort Collins, Colorado
1122052
June 2012
Beginning Moisture: 11.4% Dry Density: 115.4 pcf Ending Moisture: 18.5%
Swell Pressure: 2600 psf % Swell @ 500: 3.2%
Sample Location: Boring 1, Sample 1, Depth 2'
Liquid Limit: 49 Plasticity Index: 33 % Passing #200: 69.2%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
5305 Ziegler Road
Fort Collins, Colorado
1122052
June 2012
Beginning Moisture: 9.4% Dry Density: 120.6 pcf Ending Moisture: 15.3%
Swell Pressure: 4000 psf % Swell @ 500: 2.4%
Sample Location: Boring 2, Sample 1, Depth 4'
Liquid Limit: 31 Plasticity Index: 15 % Passing #200: 58.8%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
Sample Location: Boring 3, Sample 1, Depth 4'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
Beginning Moisture: 11.1% Dry Density: 111.7 pcf Ending Moisture: 19.4%
Swell Pressure: 4400 psf % Swell @ 500: 4.5%
5305 Ziegler Road
Fort Collins, Colorado
1122052
June 2012
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
5305 Ziegler Road
Fort Collins, Colorado
1122052
June 2012
Beginning Moisture: 17.6% Dry Density: 111.5 pcf Ending Moisture: 20.3%
Swell Pressure: 7500 psf % Swell @ 500: 2.7%
Sample Location: Boring 3, Sample 6, Depth 29'
Liquid Limit: 48 Plasticity Index: 27 % Passing #200: 93.1%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown/Grey/Rust Claystone/Siltstone/Sandstone
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
Sample Location: Boring 4, Sample 1, Depth 4'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
Beginning Moisture: 10.4% Dry Density: 118.6 pcf Ending Moisture: 15.6%
Swell Pressure: 5200 psf % Swell @ 500: 4.1%
5305 Ziegler Road
Fort Collins, Colorado
1122052
June 2012
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 6/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 6/19/2012 WHILE DRILLING 18.0'
LOG OF BORING B-4
5305 ZIEGLER ROAD
FORT COLLINS, COLORADO
PROJECT NO: 1122052 JUNE 2012
SURFACE ELEV N/A
WHILE DRILLING 17.0'
FINISH DATE 6/19/2012 7/5/2012 17.7'
SHEET 2 OF 2 WATER DEPTH
START DATE 6/19/2012
LOG OF BORING B-3 (PIEZOMETER)
5305 ZIEGLER ROAD
FORT COLLINS, COLORADO
PROJECT NO: 1122052 JUNE 2012
SURFACE ELEV N/A 24 HOUR 17.7'
FINISH DATE 6/19/2012 7/5/2012 17.7'
SHEET 1 OF 1 WATER DEPTH
START DATE 6/19/2012 WHILE DRILLING 17.0'
LOG OF BORING B-3 (PIEZOMETER)
5305 ZIEGLER ROAD
FORT COLLINS, COLORADO
PROJECT NO: 1122052 JUNE 2012
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 6/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 6/19/2012 WHILE DRILLING 14.0'
LOG OF BORING B-2
5305 ZIEGLER ROAD
FORT COLLINS, COLORADO
PROJECT NO: 1122052 JUNE 2012
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 6/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 6/19/2012 WHILE DRILLING None
LOG OF BORING B-1
5305 ZIEGLER ROAD
FORT COLLINS, COLORADO
PROJECT NO: 1122052 JUNE 2012
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Can be scratched easily with knife.
Hard Cannot be scratched with fingernail.
Soft Can be scratched with fingernail.
Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot be
scratched with fingernail.
Moderately Can be scratched with fingernail.
Hard
Soft Can be easily dented but not molded with
fingers.
Sandstone and Conglomerate:
Well Capable of scratching a knife blade.
Cemented
Cemented Can be scratched with knife.
Poorly Can be broken apart easily with fingers.
Cemented