HomeMy WebLinkAboutFORT COLLINS VETERINARY EMERGENCY & REHABILITATION HOSPITAL - PDP - PDP130018 - SUBMITTAL DOCUMENTS - ROUND 1 - RECOMMENDATION/REPORTGEOTECHNICAL SUBSURFACE EXPLORATION REPORT
PROPOSED FORT COLLINS VETERINARY HOSPITAL ADDITION
808 SOUTH LEMAY AVENUE
FORT COLLINS, COLORADO
EEC PROJECT NO. 1132010
Prepared for:
Fort Collins Veterinary Emergency Hospital
816 South Lemay Avenue
Fort Collins, Colorado 80524
Attn: Dr. Jon Geller
Prepared by:
Earth Engineering Consultants, LLC
4396 Greenfield Drive
Windsor, Colorado 80550
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
www.earth-engineering.com
EARTH ENGINEERING
CONSULTANTS, LLC
March 20, 2013
Fort Collins Veterinary Emergency Hospital
816 South Lemay Avenue
Fort Collins, Colorado 80524
Attn: Dr. Jon Geller (jdog377@aol.com)
Re: Geotechnical Subsurface Exploration Report
Proposed Fort Collins Veterinary Hospital Addition
808 South Lemay Avenue
Fort Collins, Colorado
EEC Project No. 1132010
Dr. Geller:
Enclosed, herewith, are the results of the geotechnical subsurface exploration completed by
Earth Engineering Consultants, Inc. (EEC) personnel for the proposed, building addition to
the existing structure at 816 South Lemay Avenue in Fort Collins, Colorado. For this
exploration, two (2) soil borings were completed at “pre-determined” locations near the
addition area to obtain information on existing subsurface conditions. This study was
completed in general accordance with our proposal dated February 22, 2013.
We understand this project involves the construction of a two-story, slab-on-grade building
addition contiguous to the north side of the existing building. The addition will be
constructed within the area of an existing car wash at what is now 808 South Lemay.
Existing site improvements will be removed prior to development of the addition. We
anticipate wall and column loads for the new addition will be on the order of 1 to 4 klf and
50 to 100 kips, respectively. Small grade changes are expected to develop final site grades.
Based on results of the field boring and subsequent laboratory testing and the anticipated
foundation loads, we believe the proposed lightly loaded, slab-on-grade building addition
be supported on a conventional type spread footing foundation system bearing on native
lean clay subsoils or a zone of approved engineered fill material as described within the
attached report. The interior floor slab and pavements for the proposed addition
construction could be placed on the native subsoils or a zone of approved engineered fill
material. Care will be needed at the time of construction to remove all previous
GEOTECHNICAL SUBSURFACE EXPLORATION REPORT
PROPOSED FORT COLLINS VETERINARY HOSPITAL ADDITION
808 SOUTH LEMAY AVENUE
FORT COLLINS, COLORADO
EEC PROJECT NO. 1132010
March 20, 2013
INTRODUCTION
The geotechnical subsurface exploration for the proposed two-story, slab-on-grade building addition
for the existing Fort Collins Veterinary Hospital at 816 South Lemay Avenue in Fort Collins,
Colorado, has been completed. As a part of our exploration, two (2) soil borings were completed at
“pre-determined” locations within the proposed addition area to obtain information on existing
subsurface conditions. The borings extended to approximate depths of 15 to 25-feet below existing
site grades. Individual boring logs and a site diagram indicating the approximate boring locations
are provided with this report. This exploration was completed in general accordance with our
proposal dated February 22, 2013.
We understand this project involves the construction of a two-story, slab-on-grade office addition
contiguous to the north side of the existing building at 816 South Lemay Avenue in Fort Collins.
The new addition will be constructed in the area of an existing car wash facility at 808 South Lemay
Avenue. That facility will be razed prior to construction of the new addition. We anticipate wall
and column loads for the addition will be on the order of 1 to 4 klf and 50 to 100 kips, respectively.
New paved drive and parking areas will be included in the site improvements. Small grade changes
are expected to develop final site grades on the site.
The purpose of this report is to describe the subsurface conditions encountered in the two (2)
completed test borings, analyze and evaluate the test data, and provide geotechnical engineering
recommendations concerning design and construction of the foundation and support of floor slabs
and pavements for the new addition.
EXPLORATION AND TESTING PROCEDURES
The boring locations were established in the field by Earth Engineering Consultants, LLC (EEC)
personnel by pacing and estimating angles from identifiable site references. The approximate
locations of the completed two (2) test borings are indicated on the attached boring location diagram.
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 2
The locations of the test borings should be 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-55 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 advanced
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 and hardness of weathered bedrock. 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 our laboratory for further examination,
classification, and testing.
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 fines in the subgrade soils. Swell/consolidation tests were completed on
select samples to evaluate the potential for the subgrade and foundation bearing materials to change
volume with variation in moisture and load. Results of the outlined tests are indicated on the
attached boring logs and summary sheets.
As 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. 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 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.
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 3
SITE AND SUBSURFACE CONDITIONS
The existing Fort Collins Veterinary Hospital is located at 816 South Lemay Avenue. The new
addition to that building will be constructed on the adjacent property at 808 South Lemay, the site of
an existing car wash facility. The existing car wash structure is a single-story concrete block
building. The existence, locations and/or extent of underground water storage tanks or other
facilities associated with the car wash was not available to us at the time of this report. Outside of
the existing building area, much of the site is covered with pavement.
An EEC field engineer was on site during drilling to evaluate the subsurface conditions encountered
and 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 the results of laboratory testing and
evaluation. Based on the results of the field borings and laboratory evaluation, subsurface
conditions can be generalized as follows.
Approximately 2 inches of asphalt pavement and 8 inches of aggregate base materials were
encountered at the surface of the borings. The paving materials were underlain by brown sandy lean
clay. The lean clay was generally stiff although loose to very loose material was observed in boring
B-1. The lean clays transitioned into sands and gravels at a depth of 9 to 10 feet. The granular soils
were generally medium dense with apparent cobbles with depth. Boring B-1 was terminated at a
depth of approximately 15 feet in the granular soils and the sands and gravels extended to a depth of
approximately 19 feet in boring B-2. The overburden soils in boring B-2 were underlain by a
layered system of siltstone/claystone/sandstone bedrock. The bedrock was moderately hard and
generally grey/rust colored. Boring B-2 was terminated at a depth of approximately 25 feet in the
layered bedrock.
The stratification boundaries indicated on the boring logs represent the approximate locations of
changes in soil and rock types. In-situ, the transition of materials may be gradual and indistinct.
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 4
GROUNDWATER CONDITIONS
Observations were made while drilling and after completion of the borings, to detect the presence
and depth to hydrostatic groundwater. At the time of our field exploration and shortly thereafter,
groundwater was encountered at depths of approximately 14 to 15-feet below existing site grades.
The borings were backfilled upon completion of the drilling operations; therefore subsequent
groundwater measurements were not obtained.
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 in cased borings,
sealed from the influence of surface infiltration, would be required to more accurately evaluate
groundwater levels and fluctuations in the groundwater levels over time.
Zones of perched and/or trapped groundwater may occur at times in more permeable seams or zones
in the subsurface soils, overlying the bedrock or within permeable fractures in the bedrock materials.
The location and amount of perched/trapped water is dependent upon several factors, including
hydrologic conditions, type of site development, irrigation demands on or adjacent to the site, and
seasonal and weather conditions. The observations provided in this report represent groundwater
conditions at the time of the field exploration, and may not be indicative of other times, or at other
locations.
ANALYSIS AND RECOMMENDATIONS
Swell – Consolidation Test Results
The swell-consolidation test is performed to evaluate the swell or collapse potential of soils for
determining foundation, floor slab and pavement subgrade design criteria. In this test, relatively
undisturbed samples obtained directly from the California 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
preload/initial thickness. After the inundation period, additional incremental loads are applied to
evaluate the swell pressure and/or consolidation. For this assessment, we conducted two (2) swell-
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 5
consolidation tests on relatively undisturbed soil samples obtained at various intervals/depths. Based
on the laboratory test results, the in-situ samples analyzed for this project showed no appreciable swell
potential.
Site Preparation
Preliminary grading plans were not provided to us prior to preparation of this subsurface exploration
report. However, based on our observation of site conditions, it appears that small cuts or fills will
be needed to achieve final grades. The existing car wash structure with associated foundations and
all pavements, curb and gutter, topsoil and vegetation and any other existing site improvements
should be removed from the addition or new pavement areas. Care should be taken to identify and
remove any associated underground improvements. For the existing building backfill materials,
close evaluation of the in-situ materials will also be required at the time of construction to monitor
for unacceptable fill materials, construction debris, and/or suitability for reuse as engineered fill.
Soft/loose materials were observed at a depth of approximately 4 feet in boring B-1. The observed
materials could be loosely placed old fill or loose native soils. Similar loose/soft materials observed
in the new addition area should be removed and replaced or densified in-place to develop acceptable
support for the addition foundations and floor slabs. Close observation should be completed for
foundation bearing for the new addition.
After removal of all structural improvements, pavements, topsoil/vegetation or any other
unacceptable materials within the planned development areas, and prior to fill placement and/or site
improvements, the exposed soils should be scarified to a minimum depth of 9-inches, adjusted in
moisture content to within +/- 2% of standard Proctor optimum moisture content and compacted to
at least 95% of the material's standard Proctor maximum dry density as determined in accordance
with ASTM Specification D-698.
Fill soils required for developing the building bearing levels and subgrades, after the initial zone has
been stabilized, should consist of approved, low-volume-change materials, which are free from
organic matter and debris. Based on the testing completed, it appears the on-site lean clay soils
could be used as general site fill provided adequate moisture treatment and compaction procedures
are followed. Import materials similar to the site lean clay or consisting of granular structural fill
with sufficient fines to prevent ponding of water in the fill materials could be used. The site fill
materials should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content to
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 6
+/- 2% of optimum 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.
Care will be needed after preparation of the subgrades to avoid disturbing the subgrade materials.
Positive drainage should be developed away from site structure and pavements to avoid wetting of
subgrade materials. Subgrade materials becoming wet subsequent to construction of the site
improvements can result in unacceptable performance.
Foundation Systems
Based on results of field borings and laboratory testing as outlined in this report, it is our opinion the
proposed lightly loaded building addition could be supported on conventional footing foundations
bearing on suitable native soils or newly placed and compacted site fill placed as outlined above.
For design of footing foundations bearing on the native lean clay soils, and/or on a zone of approved
engineered/structural fill material, 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. All foundations should
bear on uniform type subsoils to reduce the potential for differential movement of dissimilar soils
types. Close evaluation of the foundation bearing strata materials will be necessary during the
construction phase.
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 16 inches and isolated column foundations have a minimum
width of 30 inches. Trenched and/or grade beam foundations should not be used.
Care should be taken during construction to see that the footing foundations as well as all floor slabs,
are supported on suitable strength native soils and/or approved engineered fill materials. In areas
immediately adjacent to the existing structure or in areas where former improvements were located,
previously placed backfill materials may be encountered beneath the new foundation bearing levels
and possibly within floor slab areas. Extra care should be taken in evaluating the in-place soils in
these areas as the backfill materials are commonly not placed for future support of foundations
and/or floor slabs. If unacceptable materials are encountered at the time of construction, it may be
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 7
necessary to extend the footing foundations to bear below the unacceptable materials or removal and
replacement of a portion or all of the unacceptable materials may be required. Those conditions can
best be evaluated in open excavations at the time of construction.
No unusual problems are anticipated in completing the excavation required for construction of the
footing foundations. Care should be taken during construction to avoid disturbing the foundation
bearing materials. Materials which are loosened or disturbed by the construction activities or
materials which become dry and desiccated or wet and softened should be removed and replaced
prior to placement of foundation concrete.
We anticipate settlement of the footing foundations designed and constructed as outlined above
would be less than 1-inch. Differential settlement between the new addition and the existing
structure may approach the total settlement of the new building. Steps should be taken to
accommodate the anticipated differential settlement between the existing building and the addition.
Tying the new foundations to the existing footings could result in additional settlement in the
existing foundations.
Floor Slab and Pavement Subgrades
All existing vegetation and/or topsoil along with any of the existing site improvements should be
removed from beneath the new floor slabs and pavements. Soft or loose in-place fill/backfill
associated with prior building or utility construction, and any wet and softened or dry and desiccated
soils within the new floor and pavement areas should be removed.
After stripping, completing all cuts and removal of any unacceptable materials and prior to
placement of any new fill, floor slabs or pavements, the in-place soils should be scarified to a
minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of
maximum dry density as determined in accordance with ASTM Specification D-698, the standard
Proctor procedure. The moisture content of the scarified materials should be adjusted to be within
the range of 2% of standard Proctor optimum moisture at the time of compaction.
Fill materials required to develop the new subgrades should consist of approved, low-volume change
materials which are free from organic matter and debris. We recommend the fill materials contain
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 8
sufficient fines to prevent ponding of water in the subgrade subsequent to construction. The on-site
clay materials are acceptable for use in the floor slab and pavement subgrade areas. However,
pumping of clay subgrade materials in the pavement areas may require stabilization to allow
completion of paving. Use of granular structural fill in these areas would reduce the potential for
pumping subgrades during construction.
Fill materials to develop the subgrades should be placed in loose lifts not to exceed 9 inches thick,
adjusted in moisture content as recommended for the scarified materials and compacted to at least
95% of the material's standard Proctor maximum dry density.
After preparation of the subgrades, care should be taken to avoid disturbing the subgrade materials.
Materials which are loosened or disturbed by the construction activities will require removal and
replacement or reworking in-place and potentially stabilization prior to placement of the overlying
floors or pavement.
Positive drainage should be developed away from the proposed building addition and pavement
areas to avoid wetting the subgrade or bearing materials. Subgrade or bearing materials allowed to
become wetted subsequent to construction can result in unacceptable performance of the
improvements.
Pavements
We expect traffic on the site pavements will be utilized by low to moderate volumes of automobiles
and light trucks. We anticipate the subgrades in those areas will consist of low to moderate
plasticity on-site cohesive clay soils. Alternative composite, composite with stabilized subgrade and
concrete pavement sections for the on-site clay subgrades are provided below in Table 1 for both
light and heavy-duty (trash trucks and delivery trucks) pavement areas.
The recommended pavement sections are based on assumed traffic volumes. Light duty areas would
include pavements for low to moderate traffic consisting of automobiles and light trucks. Heavy
duty areas would include pavement subjected to higher traffic volume and/or heavier truck traffic.
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 9
TABLE 1 – PAVEMENT SECTION RECOMMENDATIONS
Light Duty
Heavy Duty Traffic
Alternative A – Composite Section
Surface Asphalt (Grading S or SX)
Aggregate Base (Class 5 or 6)
3½"
6"
4"
6"
Alternative B – Stabilized Subgrade
Surface Asphalt (Grading S or SX)
Aggregate Base
Subgrade Stabilized with Class “C” fly ash
3"
4"
12″
3"
6"
12″
Alternative C – Portland Cement Concrete Pavement 5" 6"
Asphalt surfacing should consist of Grading S (75) or Grading SX (75) hot mix asphalt (HMA)
pavement with PG 58-28 or PG 64-22 performance graded oil. Aggregate base course (ABC) should
be consistent with requirements for Colorado Department of Transportation (CDOT) Class 5 or
Class 6 aggregate base.
Portland cement concrete, if used, should be a mix specifically designed for use in exterior pavement
areas with a minimum 28-day design compressive strength of 4,000 psi with air entrainment. The
recommended Portland cement concrete pavement section is based on non-reinforced concrete
although woven wire or fiber mesh should be considered for control of shrinkage cracks.
The recommended pavement sections are minimums and, as such, periodic maintenance should be
expected. Areas expected to carry heavier trucks or higher volumes of trucks may require thicker
pavement sections. Alternative pavement sections could also be considered and we would be
pleased to review any alternatives at your request.
Other Considerations
Positive drainage should be developed away from the structure and pavement areas with a minimum
slope of 1-inch per foot for the first 10-feet away from the improvements in landscape areas. Care
should be taken in planning of landscaping adjacent to the building and parking and drive areas to
avoid features which would pond water adjacent to the pavement, foundations or stemwalls.
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 10
Placement of plants which require irrigation systems or could result in fluctuations of the moisture
content of the subgrade material should be avoided adjacent to site improvements. Lawn watering
systems should not be placed within 5 feet of the perimeter of the building and parking areas. Spray
heads should be designed not to spray water on or immediately adjacent to the structure or site
pavements. Roof drains should be designed to discharge at least 5 feet away from the structure and
away from the pavement areas.
Excavations into the on-site lean clay subsoils should be relatively stable for short term construction
activities depending, in part, upon the depth of excavation and excavation side slopes. 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.
Soluble Sulfate tests on the site soils indicated low soluble sulfate concentrations, approximately 8
to 10 mg/kg expressed as SO4. The measured values indicate low potential for sulfate attack on site
cast Portland cement concrete. On that basis, Type I or Type I/II cement appear acceptable for use
in site concrete.
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.
Earth Engineering Consultants, LLC
Fort Collins Veterinary Hospital Addition
EEC Project No. 1132010
March 20, 2013
Page 11
This report has been prepared for the exclusive use of Fort Collins Veterinary Emergency Hospital,
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:
808 S. LEMAY AVE – VET HOSPITAL
FORT COLLINS, COLORADO
EEC PROJECT NO. 1132010
MARCH 2013
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
ASPHALT - 2" _ _
BASE - 8" 1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff to very stiff CS 3 10 9000+ 12.2 119.5 24 14 39.5 <500 psf None
_ _
4
_ _
SS 5 2 -- 14.7
_ _ Soluble Sulfate (SO4) = 10 mg/kg
6
_ _
7
_ _
8
_ _
9
_ _
SAND & GRAVEL (SP/GP) CS 10 50/7" 8500 3.9 125.6
very dense _ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 50/9" -- 6.8
_ _
BOTTOM OF BORING DEPTH 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
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
ASPHALT - 2" _ _
BASE - 8" 1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff to very stiff 3
_ _
4
_ _
CS 5 14 9000+ 14.3 117.5 <500 psf None
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 42 9000 15.2
SAND & GRAVEL (SP/GP) _ _ Soluble Sulfate (SO4) = 8 mg/kg
dense 11
cobbles _ _
12
_ _
13
_ _
14
_ _
SS 15 21 -- 13.1
_ _
16
_ _
17
_ _
18
_ _
19
_ _
SILTSTONE / CLAYSTONE / SANDSTONE SS 20 50/11" 9000+ 19.4
grey / rust _ _
21
_ _
22
_ _
23
_ _
24
SANDSTONE _ _
grey SS 25 50/2" -- 11.1
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants, LLC
A-LIMITS SWELL
Project:
Location:
Project #:
Date:
808 South Lemay Avenue - Vet Hospital
Fort Collins, Colorado
1132010
March 2013
Beginning Moisture: 12.2% Dry Density: 116.6 pcf Ending Moisture: 13.8%
Swell Pressure: <500 psf % Swell @ 500: None
Sample Location: Boring 1, Sample 1, Depth 2'
Liquid Limit: 24 Plasticity Index: 14 % Passing #200: 39.5%
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 2, Sample 1, Depth 4'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
Beginning Moisture: 14.3% Dry Density: 119.1 pcf Ending Moisture: 14.9%
Swell Pressure: <500 psf % Swell @ 500: None
808 South Lemay Avenue - Vet Hospital
Fort Collins, Colorado
1132010
March 2013
-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
2 1/2" (63 mm)
2" (50 mm)
1 1/2" (37.5 mm)
1" (25 mm)
3/4" (19 mm)
1/2" (12.5 mm)
3/8" (9.5 mm)
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 16 (1.18 mm)
No. 30 (600 m)
No. 40 (425 m)
No. 50 (300 m)
No. 100 (150 m)
No. 200 (75 m)
Project: 808 South Lemay Avenue - Vet Hospital
Location: Fort Collins, Colorado
Project No: 1132010
Sample ID: B-1, S-3 at 9'
Sample Desc.: Sand & Gravel (SP/GP)
Date: March 2013
EARTH ENGINEERING CONSULTANTS, LLC
Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136)
SUMMARY OF LABORATORY TEST RESULTS
100
44
100
96
Sieve Size Percent Passing
100
25
17.3
52
37
100
93
89
84
74
64
Project: 808 South Lemay Avenue - Vet Hospital
Project Number:
Sample Desc.: B-1, S-3 at 9'
Date: March 2013
Summary of Washed Sieve Analysis Tests (ASTM C117 & C136)
Coarse Fine
EARTH ENGINEERING CONSULTANTS, LLC
1132010
Coarse Medium
Cobble
Fine
Sand Silt or Clay
Gravel
Location: Fort Collins, Colorado
0
10
20
30
40
50
60
70
80
90
100
1000 100 10 1 0.1 0.01
Finer by Weight (%)
Grain Size (mm)
5" 3" 1" 1/2" No. 4 No. 16 No. 40 No. 100
6" 4" 2" 3/4" 3/8" No. 8 No. 30 No. 50 No. 200
2 1/2" (63 mm)
2" (50 mm)
1 1/2" (37.5 mm)
1" (25 mm)
3/4" (19 mm)
1/2" (12.5 mm)
3/8" (9.5 mm)
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 16 (1.18 mm)
No. 30 (600 m)
No. 40 (425 m)
No. 50 (300 m)
No. 100 (150 m)
No. 200 (75 m)
Project: 808 South Lemay Avenue - Vet Hospital
Location: Fort Collins, Colorado
Project No: 1132010
Sample ID: B-2, S-3 at 14'
Sample Desc.: Sand & Gravel (SP/GP)
Date: March 2013
13
8.3
46
25
100
95
93
88
77
63
EARTH ENGINEERING CONSULTANTS, LLC
Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136)
SUMMARY OF LABORATORY TEST RESULTS
100
36
100
97
Sieve Size Percent Passing
100
Project: 808 South Lemay Avenue - Vet Hospital
Project Number:
Sample Desc.: B-2, S-3 at 14'
Date: March 2013
Summary of Washed Sieve Analysis Tests (ASTM C117 & C136)
Coarse Fine
EARTH ENGINEERING CONSULTANTS, LLC
1132010
Coarse Medium
Cobble
Fine
Sand Silt or Clay
Gravel
Location: Fort Collins, Colorado
0
10
20
30
40
50
60
70
80
90
100
1000 100 10 1 0.1 0.01
Finer by Weight (%)
Grain Size (mm)
5" 3" 1" 1/2" No. 4 No. 16 No. 40 No. 100
6" 4" 2" 3/4" 3/8" No. 8 No. 30 No. 50 No. 200
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 3/7/2013 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 3/7/2013 WHILE DRILLING 14.5'
808 SOUTH LEMAY AVENUE - VET HOSPITAL
FORT COLLINS, COLORADO
PROJECT NO: 1132010 LOG OF BORING B-2 MARCH 2013
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 3/7/2013 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 3/7/2013 WHILE DRILLING 14.0'
808 SOUTH LEMAY AVENUE - VET HOSPITAL
FORT COLLINS, COLORADO
PROJECT NO: 1132010 LOG OF BORING B-1 MARCH 2013
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