HomeMy WebLinkAboutPECK APARTMENTS - PDP/FDP - FDP130031 - SUBMITTAL DOCUMENTS - ROUND 1 - RECOMMENDATION/REPORTGEOTECHNICAL SUBSURFACE EXPLORATION REPORT
218 LAUREL STREET – 3 STORY APARTMENT BUILDING
FORT COLLINS, COLORADO
EEC PROJECT NO. 1132043
Prepared for:
Mr. Thomas Peck
c/o Lockwood Architects, Inc.
4122 Vista Lake Drive
Fort Collins, Colorado 80524
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
EARTH ENGINEERING
CONSULTANTS, LLC
July 22, 2013
Mr. Thomas Peck
c/o Lockwood Architects, Inc.
4122 Vista Lake Drive
Fort Collins, Colorado 80524
Re: Geotechnical Subsurface Exploration Report
218 Laurel Street – 3 Story Apartment Building
Fort Collins, Colorado
EEC Project No. 1132043
Mr. Peck:
Enclosed, herewith, are the results of the geotechnical subsurface exploration completed by
Earth Engineering Consultants, LLC (EEC) for the referenced project. For this
exploration, two (2) soil borings were drilled on July 3, 2013 within the proposed
development area to obtain information on the existing subsurface conditions. One other
proposed drilling location was not accessible to the drilling equipment. The borings were
extended to approximate depths of 30 feet below present site grades. This exploration was
completed in general accordance with our proposal dated June 7, 2013.
In summary, the subsurface soils encountered beneath the surficial paving or topsoil
materials generally consisted of sandy lean clay, underlain by sand and gravel at depths of
approximately 20 feet and sandstone bedrock at depths of approximately 27 feet below
existing site grades. Groundwater was encountered at depths of approximately of 25 to 26
feet below existing site grades.
Based on the subsurface conditions encountered at the site and the anticipated maximum
loading conditions, we believe the proposed structure could be supported on conventional
spread footing foundations supported on natural, stiff sandy lean clay and/or on a zone of
placed and approved fill material. The building floor slabs/pavements/flatwork could also
be supported on the site sandy lean clay soils or approved fill. Geotechnical
GEOTECHNICAL SUBSURFACE EXPLORATION REPORT
218 LAUREL STREET – 3 STORY APARTMENT BUILDING
FORT COLLINS, COLORADO
EEC PROJECT NO. 1132043
July 22, 2013
INTRODUCTION
The geotechnical subsurface exploration for the proposed multi-story apartment building to be
located at 218 Laurel Street in Fort Collins, Colorado, has been completed. For this
exploration, two (2) soil borings were advanced within the proposed development area to
obtain information on existing subsurface conditions. Those borings were advanced to depths
of approximately 30 feet below existing ground surface.
We understand the new building will be three (3 stories) above a grade level parking garage
with a plan area of approximately 3,250 square feet. We anticipate wood frame construction
above the garage level with reinforced concrete walls/columns in the parking garage. We
estimate foundation column loads for the new structure to be less than 150 kips with wall
loads less than 4 kips per lineal foot. Floor loads are expected to be relatively light. Roadway
and parking areas are expected to carry low volumes of light vehicular traffic. We anticipate
relatively small cuts and fills will be necessary to develop final site grades.
The purpose of this report is to describe the subsurface conditions encountered in the test
borings, analyze and evaluate the test data and provide geotechnical recommendations
concerning design and construction of foundations and support of floor slabs and pavements.
This report also includes a recommendation for thickness of the site pavements.
EXPLORATION AND TESTING PROCEDURES
The boring locations were established in the field by representatives from Earth Engineering
Consultants, LLC (EEC) by pacing and estimating angles from identifiable site features.
Those approximate boring locations are indicated on the attached boring location diagram.
Existing site improvements blocked access to a planned third boring location. The locations
of the borings should be considered accurate only to the degree implied by the methods used
to make the field measurements. Photographs of the site taken at the time of drilling are
included with this report.
Earth Engineering Consultants, Inc.
EEC Project No. 1132043
July 22, 2013
Page 2
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 4½-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 D1587 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 the laboratory for further examination, classification, and testing.
Laboratory moisture content tests were completed on each of the recovered samples.
Atterberg Limits and washed sieve analysis tests were completed on selected samples to
evaluate the quantity and plasticity of fines in the subgrade samples. 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 pressure. On selected samples, the
quantity of water soluble sulfates was determined to assess the risk of sulfate attack on site
concrete. 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, Inc.
EEC Project No. 1132043
July 22, 2013
Page 3
SITE AND SUBSURFACE CONDITIONS
In general, the development area was relatively flat with an existing structure located on the
development parcel. We understand the existing structure will be removed to accommodate
the new site improvements. The existing structure is wood frame with a crawl space.
In the areas of the completed testing borings, the ground surface was covered with
approximately 2 inches of asphalt pavement or a thin layer of topsoil/vegetation. The surficial
pavement/topsoil materials were underlain by brown sandy lean clay which extended to
approximately 20 feet below ground surface. The sandy lean clay was generally stiff to very
stiff with low to moderate plasticity and low to moderate swell potential at current moisture
and density. The overburden lean clay was underlain at depths of approximately 20 feet by
dense sands and gravels and at approximately 27 feet by sandstone bedrock. The borings were
terminated at depths of approximately 30 feet in the sandstone 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.
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 drilling, free water was
observed in the test borings at an approximate depth of 25 to 26 feet below ground surface.
The bore holes were backfilled upon completion of our drilling operations with auger cuttings;
additional water level 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. Longer term monitoring
of water levels in cased wells, which are sealed from the influence of surface water would be
required to more accurately evaluate fluctuations in groundwater levels at the site. We have
typically noted deepest groundwater levels in late winter and shallowest groundwater levels in
mid to late summer.
Earth Engineering Consultants, Inc.
EEC Project No. 1132043
July 22, 2013
Page 4
Zones of perched and/or trapped water can be encountered at times throughout the year in more
permeable zones in the subgrade soils, overlying lower permeability bedrock and/or within
permeable seams in the bedrock.
ANALYSIS AND RECOMMENDATIONS
Swell/Consolidation Test Results
Swell-consolidation testing was performed on relatively undisturbed specimens obtained from
the California ring barrel sampler. Swell-consolidation testing was performed to evaluate the
swell potential, collapse potential, and consolidation response of the relatively undisturbed
specimens. The swell-consolidation testing is used, in part, to predict heave and/or settlement of
the site improvements.
For this exploration a total of four (4) specimens were tested for swell/consolidation. The
laboratory specimens subjected to swell-consolidation testing were inundated with water under a
surcharge pressure of 150, 500 or 1,000 psf. The surcharge pressure was conservatively selected
based on the estimated future vertical pressure on the soil as a result of the planned site
improvements. The results of the swell-consolidation testing are shown on the attached
laboratory swell-consolidation testing summary sheets.
Results of the laboratory testing indicate the clayey sand exhibited 3.6% swell when inundated
under a 150 psf surcharge load; 0.9% to 2.3% under a 500 psf surcharge and 0.3% under a 1,000
psf surcharge. Based on the laboratory swell/consolidation testing, the overburden clayey sand
soils exhibited relatively low potential swelling for lightly loaded foundations and low to
moderate potential for swelling of relatively lightly loaded slabs-on-grade and pavements.
Site Preparation
We understand the existing building on the site will be razed prior to any site construction or
site filling. As the existing building is razed, all existing building foundations, floor slabs, and
previously placed backfill associated with the existing structure should also be completely
removed.
Earth Engineering Consultants, Inc.
EEC Project No. 1132043
July 22, 2013
Page 5
Within the development area, trees and their entire root system should be removed. Any dry
and desiccated soils surrounding the root systems should also be removed. Any existing
vegetation and topsoil should be removed from improvement and/or fill areas on the site.
Any observed fill material should be removed from the development area. Care should be
taken thoroughly evaluate the site for any addition fill and/or backfill placed during any prior
building construction on the site. If encountered, those fill materials should be removed or
evaluated by a geotechnical engineer.
To help reduce the potential swell of the subgrades in the building/parking and pavement
areas, we recommend the in-situ soils be removed to a depth of 2 feet below proposed top-of-
subgrade elevation or 2 feet below current surface elevation, whichever is greater. Removal
and replacement of a zone of the in-situ moderately expansive subgrade soils will reduce the
potential for post-construction heaving in the pavement areas. However, the potential for
movement will not be eliminated with the relatively shallow overexcavation depths outlined.
Greater overexcavation depth would further reduce the post-construction movement potential;
use of structural floor with a void space between the subgrade and the floor would be required
to eliminate movement potential.
After stripping, completing all cuts, and prior to placement of any fill or site improvements,
we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in
moisture content and compacted to at least 95% of the material's standard Proctor maximum
dry density as determined in accordance with ASTM Specification D698. The moisture
content should be adjusted to within ±2% for cohesive soils and ±3% for essentially granular
soils.
Fill soils required for developing the site grades and backfilling of any removed structures,
trees or prior fills and overexcavation required should consist of approved, low-volume-
change materials, which are free from organic matter and debris. Fill soils should be graded
similar to the site sandy lean clays. However, if importing materials is necessary, imported fill
materials should consist of essentially granular material such an aggregate base similar to a
CDOT Class 5, Class 6 or Class 7.
Earth Engineering Consultants, Inc.
EEC Project No. 1132043
July 22, 2013
Page 6
We recommend fill soils be placed in loose lifts not to exceed 9 inches thick and adjusted in
moisture content and compacted to at least 95% of the materials maximum dry density as
determined in accordance with ASTM Specification D698, the standard Proctor procedure.
The moisture content of the fill soils should be adjusted to within ±2% of optimum moisture
content for cohesive soils and ±3% of optimum moisture for essentially granular materials.
Footing Foundations
It is our opinion the proposed building could be supported on conventional spread footing
foundations bearing on the natural stiff sandy lean clays or on newly placed and compacted fill
placed as outlined in the section titled “Site Preparation.”
For design of footing foundations bearing on natural stiff sandy lean clay or on a zone of
approved 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. Total load should include
full dead and live loads for the structure. 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
in the near surface soils.
We estimate the long term settlement of footing foundations designed and constructed as
recommended as above would be less than 1 inch.
Foundation Backfill
Materials necessary for foundation wall backfill should consist of approved low volume
change materials which are free of organic material and debris. In areas where the backfill
soils would support floor slabs, we recommend the backfill material be consistently graded as
recommended in the section titled Floor Slabs. In the remaining areas (e.g. where the backfill
Earth Engineering Consultants, Inc.
EEC Project No. 1132043
July 22, 2013
Page 7
will not support floor slabs and foundations) the backfill material could consist of the native
sandy lean clays.
We recommend backfill materials be placed in loose lifts not to exceed 9 inches thick and
adjusted in moisture content and compacted to at least 95% of the materials maximum dry
density as determined in accordance with ASTM Specification D698, the standard Proctor
procedure. The moisture content of the fill soils should be adjusted to within ±2% of optimum
moisture content for the site soils and to within ±3% for imported essentially granular
materials. Care should be exercised that foundation walls have attained sufficient strength to
resist lateral forces induced by compaction equipment.
Seismic
The site soil conditions consist of up to approximately 27 feet of overburden soils underlain by
moderately hard to hard bedrock. For those site conditions, the 2009 International Building
Code indicates a Seismic Site Classification of C.
Floor/Pavement/Flatwork Subgrades
Based on the subgrades observed at the site, we anticipate the near surface
floors/pavements/flatwork would be supported on a zone of at least 2 feet of newly placed and
compacted fill soils.
The pavement/flatwork areas should be prepared as recommended in the section titled Site
Preparation. We recommend the exposed subgrades be scarified to at least 9 inches in depth,
adjusted in moisture content and compacted to at least 95% of standard Proctor (ASTM D698)
maximum dry density. The moisture content of the scarified soils should be adjusted to within
±2% of optimum moisture content.
Fill materials to develop the subgrade elevations should consist of approved, low volume
change material, free from organic matter and debris. In our opinion the native soils could be
used provided the required moisture contents are maintained in subgrades prior to placement
of overlying improvements. Fill materials should be moisture conditioned and compacted as
outlined for the scarified soils.
Earth Engineering Consultants, Inc.
EEC Project No. 1132043
July 22, 2013
Page 8
Care should be taken after preparation of the subgrades to avoid disturbing the subgrade
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 flatwork or pavements. Over densification of the subgrade soils under
construction traffic could significantly increase the potential for post-construction heaving in
the cohesive subgrades. Care should be taken to maintain proper moisture contents in the
subgrade soils prior to placement of any overlying improvements.
Pavement Design
We anticipate concrete pavements would be utilized in the parking area and we recommend
concrete pavements for support of heavier truck traffic (such as trash trucks). For light duty
pavements, we recommend using a minimum section of 5 inches of concrete. For heavy truck
traffic areas, we recommend a minimum of 6 inches be used. We could provide alternative
pavement recommendations if requested (such as hot mix asphalt). The concrete pavements
could be supported directly on the subgrades prepared as outlined in the section titled
Pavement/Flatwork Subgrades.
Portland cement concrete used for the pavements should be an acceptable exterior pavement mix
with a minimum 28-day compressive strength of 4,200 psi and should be air entrained. Wire
mesh or fiber could be considered to control shrinkage cracking.
Corrosion Resistance of Concrete
The results of the laboratory testing for water soluble sulfates are indicated below in Table 1.
Water Soluble Sulfate Test Results at 218 Laurel Street.
Sample Location Description Soluble Sulfate (SO4) Content (mg/kg)
B-2, S-2 @ 2′ Brown Sandy Lean Clay 651
Results of the water soluble sulfate testing of the site soil indicate sulfate (SO4) contents less
than approximately 700 mg/kg (< 0.1%). Based on those results, ACI 318, Section 4.2 indicates
the site soils have a negligible risk of sulfate attack on Portland cement concrete. Based on a
negligible risk, ACI 318 suggests site concrete be developed using a Type I/II Portland cement.
Earth Engineering Consultants, Inc.
EEC Project No. 1132043
July 22, 2013
Page 9
Other Considerations
Positive drainage should be developed away from the structure with a minimum slope of 1
inch per foot for the first 10 feet away from the improvements in landscape areas. Flatter
slopes could be used in hardscapes areas although positive drainage should be maintained.
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. 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 soils may encounter a variety of conditions. 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.
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
Earth Engineering Consultants, Inc.
EEC Project No. 1132043
July 22, 2013
Page 10
phases to help determine that the design requirements are fulfilled. Site-specific explorations
should be completed to develop site-specific recommendations for each of the site buildings.
This report has been prepared for the exclusive use for Mr. Thomas Peck c/o Lockwood
Architects, Inc. 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:
218 LAUREL STREET
FORT COLLINS, COLORADO
EEC PROJECT NO. 1132043
JULY 2013
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: Automatic
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) SS _ _ 7 9000+ 12.0
brown 2
stiff to very stiff _ _ "@I15 psf"
with traces of gravel CS 3 10 9000+ 9.5 108.6 39 19 62.3 3800 psf 3.6%
_ _
4
_ _
CS 5 8 9000+ 10.7 112.6 36 19 67.4 4000 psf 2.3%
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6
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7
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8
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9
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brown / red SS 10 8 9000+ 9.5
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11
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12
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14
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CS 15 16 9000+ 10.3 120.6
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16
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17
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18
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19
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SS 20 34 9000+ 8.3
SAND & GRAVEL (SP/GP) _ _
dense to very dense 21
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22
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23
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24
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SS 25 51 -- 7.6
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants, LLC
PECK APARTMENTS - 218 LAUREL STREET
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: Automatic
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
SAND & GRAVEL (SP/GP) _ _
27
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SANDSTONE 28
brown / rust _ _
29
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SS 30 50/5" -- 23.3
_ _
BOTTOM OF BORING DEPTH 30.5' 31
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Earth Engineering Consultants
PECK APARTMENTS - 218 LAUREL STREET
FORT COLLINS, COLORADO
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: Automatic
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
ASPHALT - 2" _ _
1
SANDY LEAN CLAY (CL) SS _ _ 7 8000 12.8
brown 2
stiff to very stiff _ _
CS 3 12 7000 16.4 109.4 1600 psf 0.9%
_ _
4
_ _ "@1000 psf"
CS 5 7 8000 16.0 111.6 41 24 46.2 2000 psf 0.3%
_ _
6
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7
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8
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9
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brown / red CS 10 15 9000+ 11.9 118.9
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11
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12
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13
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14
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gravelly seams SS 15 15 9000+ 7.0
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16
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17
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18
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19
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CS 20 19 9000+ 6.2
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SAND & GRAVEL (SP/GP) 21
very dense _ _
22
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23
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24
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SS 25 61 -- 6.0
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants, LLC
PECK APARTMENTS - 218 LAUREL STREET
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: Automatic
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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SAND & GRAVEL (SP/GP) 27
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28
SANDSTONE _ _
brown / rust 29
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SS 30 50/6" 2000 25.9
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BOTTOM OF BORING DEPTH 30.5' 31
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Earth Engineering Consultants
PECK APARTMENTS - 218 LAUREL STREET
FORT COLLINS, COLORADO
Project:
Location:
Project #:
Date:
Peck Apartments, 218 Laurel Street
Fort Collins, Colorado
1132043
July 2013
Beginning Moisture: 9.5% Dry Density: 114 pcf Ending Moisture: 18.6%
Swell Pressure: 3800 psf % Swell @ 150: 3.6%
Sample Location: Boring 1, Sample 2, Depth 2'
Liquid Limit: 39 Plasticity Index: 19 % Passing #200: 62.3%
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 1, Sample 3, Depth 4'
Liquid Limit: 36 Plasticity Index: 19 % Passing #200: 67.4%
Beginning Moisture: 10.7% Dry Density: 123.8 pcf Ending Moisture: 15.5%
Swell Pressure: 4000 psf % Swell @ 500: 2.3%
Peck Apartments, 218 Laurel Street
Fort Collins, Colorado
1132043
July 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
Project:
Location:
Project #:
Date:
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
Sample Location: Boring 2, Sample 3, Depth 4'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
Beginning Moisture: 16.0% Dry Density: 115.2 pcf Ending Moisture: 17.2%
Swell Pressure: 1600 psf % Swell @ 500: 0.9%
Peck Apartments, 218 Laurel Street
Fort Collins, Colorado
1132043
July 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
Project:
Location:
Project #:
Date:
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
Sample Location: Boring 2, Sample 4, Depth 9'
Liquid Limit: 41 Plasticity Index: 24 % Passing #200: 46.2%
Beginning Moisture: 11.9% Dry Density: 117.5 pcf Ending Moisture: 15.9%
Swell Pressure: 2000 psf % Swell @ 500: 0.3%
Peck Apartments, 218 Laurel Street
Fort Collins, Colorado
1132043
July 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
PROJECT NO: 1132043 LOG OF BORING B-2 JULY 2013
SHEET 2 OF 2 WATER DEPTH
START DATE 7/3/2013 WHILE DRILLING 25.0'
7/3/2013 AFTER DRILLING N/A
SURFACE ELEV 24 HOUR N/A
FINISH DATE
A-LIMITS SWELL
N/A
FORT COLLINS, COLORADO
PROJECT NO: 1132043 LOG OF BORING B-2 JULY 2013
SHEET 1 OF 2 WATER DEPTH
START DATE 7/3/2013 WHILE DRILLING 25.0'
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 7/3/2013 AFTER DRILLING N/A
A-LIMITS SWELL
PROJECT NO: 1132043 LOG OF BORING B-1 JULY 2013
SHEET 2 OF 2 WATER DEPTH
START DATE 7/3/2013 WHILE DRILLING 26.0'
7/3/2013 AFTER DRILLING N/A
SURFACE ELEV 24 HOUR N/A
FINISH DATE
A-LIMITS SWELL
N/A
FORT COLLINS, COLORADO
PROJECT NO: 1132043 LOG OF BORING B-1 JULY 2013
SHEET 1 OF 2 WATER DEPTH
START DATE 7/3/2013 WHILE DRILLING 26.0'
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 7/3/2013 AFTER DRILLING N/A
A-LIMITS SWELL
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