HomeMy WebLinkAboutNEC LAKE AND SHIELDS - FDP190008 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTSUBSURFACE EXPLORATION REPORT
SUNSHINE HOUSE NO. 213 – SOUTH SHIELDS STREET
SOUTHEAST CORNER OF SHIELDS STREET AND LAKE STREET
FORT COLLINS, COLORADO
EEC PROJECT NO. 1182044
Prepared for:
CSURF
2537 Research Boulevard – Suite 200
P.O. Box 483
Fort Collins, Colorado 80522
Attn: Mr. Michael “Bo” Brown (Bo.Brown@colostate.edu)
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
June 18, 2018
CSURF
2537 Research Boulevard – Suite 200
P.O. Box 483
Fort Collins, Colorado 80522
Attn: Mr. Michael “Bo” Brown (Bo.Brown@colostate.edu)
Re: Subsurface Exploration Report
Sunshine House No. 213 – South Shields Street
Northeast Corner of Shields Street and Lake Street
Fort Collins, Colorado
EEC Project No. 1182044
Mr. Brown:
Enclosed, herewith, are the results of the geotechnical subsurface exploration you requested for the
proposed Sunshine House No. 213 development project planned for construction at the northeast corner
of Shields Street and Lake Street in Fort Collins, Colorado. This subsurface exploration was completed
in general accordance with our proposal dated May 17, 2018.
In summary, vegetation and a thin mantle of topsoil and/or surficial gravel was encountered at the
surface of the nine (9) borings completed for this study. Underlying the surficial vegetation and topsoil
and/or gravel, in general, consisted of sandy lean clay to clayey sand, a portion of which was identified
as fill material in borings B-2, B-4, B-5, B-7, B-8 and B-9 which extended to the underlying apparent
native subsoils at depths of approximately 1 to 5 feet below existing site grades. Underlying the
apparent fill materials or surficial vegetation and topsoil and/or gravel was apparent native sandy lean
clay to clayey sand which extended to the depths explored in borings B-1 and B-3 through B-8,
approximately 5 to 15 feet below existing site grades or to the underling silty sand and gravel
encountered in boring B-2 at a depth of approximately 18 feet below existing site grade. The silty sand
and gravel extended to the depth explored in boring B-2, approximately 25 feet below existing site
grade. Bedrock was not encountered in any of the borings to the depths explored, approximately 5 to 25
feet.
The site overburden sandy lean clay to clayey sand exhibited generally medium stiff to very stiff /
medium dense with occasional loose zones, low to moderate plasticity, low swell potential at current
moisture and density conditions, and low to moderate bearing capacity characteristics. The underlying
SUBSURFACE EXPLORATION REPORT
SUNSHINE HOUSE NO. 213 – SOUTH SHIELDS STREET
NORTHEAST CORNER OF SHIELDS STREET AND LAKE STREET
FORT COLLINS, COLORADO
EEC PROJECT NO. 1182044
June 18, 2018
INTRODUCTION
The subsurface exploration for the proposed Sunshine House No. 213 project planned for construction
at the 1400 Block of South Shields Street on the northeast corner of Shields Street and Lake Street in
Fort Collins, Colorado, has been completed. A total of eight (8) borings were advanced on the
development property to obtain information on existing subsurface conditions. Two (2) borings were
extended to depths of approximately 15 to 25 feet below present site grades at the approximate new
building location (borings B-1 and B-2), three (3) borings were extended to depths of approximately 5
to 15 feet below present site grades within the approximate pavement areas (borings B-3, B-4 and B-9),
and four (4) borings were extended to depths of approximately 5 to 15 feet below present site grades
within the proposed detention pond areas (borings B-5, B-6, B-7 and B-8) for the referenced project.
Adjacent to borings B-5 and B-6) two (2) shallow soil percolation borings, one (1) at each location,
were also advanced. Individual borings logs and a boring location diagram indicating the approximate
boring locations and rough site plan layout are provided with this report. This exploration was
completed in general accordance with our proposal dated May 17, 2018.
We understand the referenced project will include a new Sunshine House No. 213 building, two (2)
detention ponds, and associated on-site pavement improvements. We assume the building will be a
single or 2-story structure having slab-on-grade construction, with anticipated maximum wall and
column loads on the order of 1 to 4 klf and 25 to 150 kips respectively. Loads for the slab-on-grade
floor are expected to be light to moderate. We understand drive and parking areas will be constructed
adjacent to the proposed building. We anticipate portions of the pavement areas will be used by
automobiles and light trucks and portions of the pavements may be subject to occasional heavily loaded
truck traffic. It is our understanding small cuts and fills will be required to develop finished grade for
the site.
The purpose of this report is to describe the subsurface conditions encountered in the borings, analyze
and evaluate the test data and provide geotechnical recommendations concerning design and
construction of the foundations, support of floor slabs, and exterior flatwork and pavements.
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EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and established in the field by representatives of Earth Engineering
Consultants, LLC (EEC). Field locations were determined by pacing and estimating angles from
identifiable site features. 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.
The borings were performed 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 techniques in general accordance with ASTM
Specifications D1586 and D3550, respectively. In addition, in-situ infiltration/soil percolation
characteristics were performed at the two (2) soil percolation boring locations, (B-5 and B-6).
In the split-barrel and California barrel sampling techniques, 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 samplers is recorded and is used to estimate the in-situ relative density of
cohesionless materials and, to a lesser degree of accuracy, the consistency of cohesive soils and
hardness of weathered bedrock. In the California barrel sampling procedure, samples of the subsurface
soils 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.
Laboratory moisture content tests were performed on each of the recovered samples. In addition, the
unconfined strength of appropriate samples was estimated using a calibrated hand penetrometer.
Washed sieve analysis and Atterberg limits tests were completed on selected samples to evaluate the
quantity and plasticity of the fines in the subgrade soils. Swell/consolidation tests were completed on
selected samples to evaluate the potential for subgrade materials to change volume with variation in
moisture content and load. Selected samples at varying depths were also tested to determine quantities
of water soluble sulfates to evaluate the potential for sulfate attack on site concrete. Results of the
outlined tests are indicated herein and/or on the attached boring logs and summary sheets.
As a part of the testing program, all samples were examined in the laboratory and classified in general
accordance with the attached General Notes and the Unified Soil Classification System based on the
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texture and plasticity of the soil. The estimated group symbol for the Unified Soil Classification
System is indicated on the boring logs. A brief description of the Unified Soil Classification System is
included with this report.
SITE AND SUBSURFACE CONDITIONS
The existing site is generally an undeveloped lot with occasional vegetation and a thin mantle of top-
soil and/or surficial gravel located in the 1400 block of South Shields Street at the northeast corner of
Shields Street and Lake Street. A rough site plan/building layout rendering is included with this report
which indicates previously existing trees and buildings. It is our understanding the previously existing
buildings and trees were removed and backfilled in an uncontrolled manner. The proposed
development property was relatively flat at the time of our exploration.
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.
Vegetation and a thin mantle of topsoil and/or gravel was encountered at the surface of the borings.
Underlying the vegetation and topsoil and/or gravel, in general, was sandy lean clay to clayey sand with
portions consisting of fill materials potentially associated with removal and backfill of the previously
existing buildings and trees. Apparent fill materials were encountered in borings B-2, B-4, B-5, B-7, B-
8, and B-9 which extended to depths of approximately 1 to 5 feet below existing site grades.
Underlying the apparent fill material in borings B-2, B-4, B-5, B-7, B-8 and B-9 and underlying the
surficial vegetation and topsoil and/or gravel, in general, was sandy lean clay to clayey sand and
extended to the depths explored in all of the borings except for boring B-2, approximately 5 to 15 feet
below existing site grades. In boring B-2, the sandy lean clay to clayey sand extended to an
approximate depth of 18 feet below existing site grade and was underlain by silty sand and gravel
which extended to the depth explored, approximately 25 feet. Bedrock was not encountered in any of
the borings to the depths explored.
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The sandy lean clay to clayey sand, in general, was medium stiff to very stiff / medium dense with
occasional loose zones, exhibited low to moderate plasticity, low swell potential at current moisture and
density conditions, and low to moderate bearing capacity characteristics. The silty sand and gravel,
exhibited nil to low plasticity, and moderate bearing capacity characteristics.
The stratification boundaries indicated on the boring logs represent the approximate location 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. Groundwater was only observed in boring B-1 at an approximate
depth of 17 feet below existing site grade. Although free water was not observed in the remaining
borings, very moist/saturated conditions were noted near the bottom of borings B-1, B-5 and B-6 which
were extended to approximate depths of 15 feet below existing site grades. Except for borings B-5 and
B-6, the borings were backfilled upon completion of the drilling operations; therefore, subsequent
groundwater measurements were not performed. On the following day (May 31, 2018), EEC personnel
checked for free water in borings B-5 and B-6, B-5 had caved in at approximately 12 feet below
existing grade and was dry and boring B-6 was dry. Those locations were backfilled after the follow up
water level check.
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 over time. We have typically noted
deepest groundwater levels in late winter and shallowest groundwater levels in mid to late summer.
ANALYSIS AND RECOMMENDATIONS
Swell – Consolidation Test Results
The swell-consolidation test is performed to evaluate the swell or collapse potential of soils to help
determine foundation, floor slab and pavement design criteria. In this test, samples obtained directly from
the California sampler are placed in a laboratory apparatus and inundated with water under a
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predetermined load. The swell-index is the resulting amount of swell or collapse under the initial load
expressed as a percent of the sample’s initial thickness. After the initial swell/consolidation period,
additional incremental loads are applied to evaluate the swell pressure and/or consolidation response.
For this analysis, we conducted three (3) swell-consolidation tests. The (+) test result indicates the
material’s swell potential while the (-) test result indicates the material’s slight collapse potential when
inundated with water. The following table summarizes the swell-consolidation laboratory test results
TABLE I – Swell/Consolidation Test Results
Boring
No.
Depth,
ft.
Material Type
Swell Consolidation Test Results
In-Situ
Moisture
Content, %
Dry Density,
PCF
Inundation
Pressure, psf
Swell Index,
% (+/-)
1 4 Sandy Lean Clay / Clayey Sand 11.9 121.7 500 (+) 0.1
2 3 Lean Clay with Sand 14.6 117.8 500 (+) 0.3
3 2 Clayey Sand 6.6 108.9 150 (+) 0.4
Colorado Association of Geotechnical Engineers (CAGE) uses the following information 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 II - 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 laboratory test results, the in-situ samples analyzed for this project were within the low
range.
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General Considerations
As previously discussed, the proposed development site had various trees and structures which were
reportedly removed and backfilled in an uncontrolled manner. A number of the borings advanced were
in an effort to delineate the depths of uncontrolled fill material associated with the previously razed
existing buildings, however, the actual extents/depths could vary from what was identified during this
exploration. EEC strongly recommends additional pot hole/exploratory excavations prior to developing
site grades and/or commencing construction to better delineate potential uncontrolled fill or remaining
improvements associated with the previously existing buildings/trees potentially not identified in this
subsurface exploration.
Site Preparation
Prior to placement of any fill and/or improvements, we recommend any existing topsoil/vegetation,
undocumented fill, trees and associated roots, and any unsuitable materials be removed from the site
improvement areas. In the areas of previously demolished buildings any potentially remaining building
elements should be removed. Close evaluation should be conducted on the in-situ materials across the
site to identify any areas of unsuitable and/or excessively dry and stiff or soft, and loose subsoils which
would need to be addressed prior to the building and pavement/parking construction. The over
excavated areas should extend laterally in all directions beyond the edges of the foundations/pavements
a minimum 8 inches for every 12 inches of over excavated depth.
After removal of all topsoil/vegetation within the planned development areas, as well as removal of
unacceptable or unsuitable subsoils, and potentially remaining roots/previous site improvements, and
prior to placement of fill and/or site improvements, the exposed soils should be scarified to a depth of 9
inches, adjusted to within ±2% of optimum moisture content for essentially cohesive materials or to a
workable moisture content for essentially granular materials and compacted to at least 95% of the
material's standard Proctor maximum dry density as determined in accordance with ASTM
Specification D698.
Fill materials used to replace any over excavated materials, and to establish grades in the building areas
and pavement/flatwork areas, after the initial zone has been prepared as recommended above, should
consist of approved on-site sandy lean clay to clayey sand material or approved structural fill material
which is free from organic matter and debris. If on-site materials are used as engineered fill, they
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should be placed in maximum 9-inch loose lifts, and be moisture conditioned and compacted as
recommended for the scarified soils. If structural fill materials are used they should be graded similarly
to a CDOT Class 5, 6 or 7 aggregate base with sufficient fines to prevent ponding of water within the
fill. Structural fill material should be placed in loose lifts not to exceed 9 inches thick, adjusted to a
workable moisture content and compacted to at least 95% of standard Proctor maximum dry density as
determined by ASTM Specification D698.
The sandy lean clay to clayey sand soils may be subject to strength loss and instability when wet. Care
should be exercised after preparation of the subgrades to avoid disturbing the subgrade materials.
Positive drainage should be developed away from the structures and pavements to avoid wetting of
subgrade materials. Subgrade materials becoming wet subsequent to construction of the site
improvements can result in unacceptable performance.
Footing Foundations
Footing foundations bearing on approved in-situ sandy lean clay to clayey sand subsoils or a zone of
engineered/controlled fill material prepared as outlined in the section titled Site Preparation, could be
designed for a maximum net allowable total load bearing pressure of 1,500 psf. Total loads include full
dead and live loads. We estimate the long-term settlement of footing foundations, designed and
constructed as outlined above, would be approximately 1 inch.
Footings should be placed on similar like subsoils to reduce the potential for differential movement of
dissimilar material, and should also be proportioned to reduce differential foundation movement. If
actual design loads exceed the assumed values as previously presented and/or if the anticipated
movement cannot be tolerated, consideration could be given to a more extensive over excavation.
After placement of any fill materials and/or preparation of subgrade material for foundation support,
care should be taken to avoid wetting or drying of those materials. Bearing 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 or reworked in place prior to construction of the
overlying improvements.
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Exterior foundations and foundations in unheated areas should be located at least 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.
Floor Slabs
In our opinion, floor slabs could be supported on a zone of ground modified/engineered fill material
consisting of the native subsoils, following the protocol outlined in the section titled Site Preparation.
Floor slabs supported on reconditioned engineered fill could be designed using a modulus of subgrade
support (k-value) of 150 pci.
Care should be taken after preparation of the subgrades to avoid disturbing the subgrade materials.
Materials which are loosened, become dry and desiccated, or wet and softened should be removed and
replaced or reworked in place prior to placement of the overlying floor slabs. Care should be taken to
maintain proper moisture contents in the subgrade soils prior to placement of any overlying
improvements. An underslab gravel layer or thin leveling course could be used underneath the concrete
floor slabs to provide a capillary break mechanism, a load distribution layer, and as a leveling course
for the concrete placement.
Additional floor slab design and construction recommendations are as follows:
Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement.
Control joints should be provided in slabs to control the location and extent of cracking.
Interior trench backfill placed beneath slabs should be compacted in a similar manner as
previously described for imported structural fill material.
Floor slabs should not be constructed on frozen subgrade.
Other design and construction considerations, as outlined in the ACI Design Manual, Section
302.1R are recommended.
Seismic Conditions
The site soil conditions consist of sandy lean clay to clayey sand and silty sand and gravel extending to
depths of at least 25 feet below existing site grades. Bedrock was not encountered in any of the borings
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to the depths explored, approximately 5 to 25 feet below existing site grades. For those site conditions,
the International Building Code indicates a Seismic Site Classification of D.
Pavements
After stripping and completing all cuts and/or over excavations and prior to placement of any fill, or
road base, we recommend the in-place soils be scarified to a depth of 9 inches, adjusted in moisture
content and compacted as recommended in the Site Preparation section of this report.
Fill soils required to develop the pavement subgrades should consist of approved, low volume change
materials which are free from organic matter and debris. Soils similar to the near surface sandy lean
clay to clayey/silty sand could be used in the pavement subgrades. We recommend those fill soils be
placed as recommended in the Site Preparation section of this report.
The sandy lean clay to clayey sand subgrade soils may show strength loss and instability when wetted.
Stabilization of those subgrades could be necessary at the time of construction to develop a stable
platform for subsequent paving. Stabilization could be predesigned into the subgrades and the
stabilized subgrades would be considered a part of the pavement section. Consideration could be given
to a fly ash treatment concept should pumping conditions develop and the subgrade requires a
stabilization approach.
If a subgrade stabilization concept is required, consideration could be given to incorporating Class C fly
ash within the upper 12-inches of the site pavements prior to construction of the overlying pavement
structure. Stabilization should consist of blending 13% by dry weight of Class C fly ash in the top 12
inches of the subgrades. The blended materials should be adjusted in moisture content to slightly dry of
standard Proctor optimum moisture content and compacted to at least 95% of the material’s maximum
dry density as determined in accordance with the standard Proctor procedure. Compaction of the
subgrade should be completed within two hours after initial blending of the Class C fly ash.
We expect the site pavements will include areas primarily designated for automobile traffic use and
areas for occasional heavy-duty truck traffic. For design purposes, an assumed equivalent daily load
axle (EDLA) rating of 7 is used in the automobile areas and an EDLA rating of 15 in the heavy-duty
areas. Based on the subsurface conditions encountered at the site, and the laboratory test results, it is
recommended the on-site private drives and parking areas be designed using an assumed R-value of 10.
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Hot mix asphalt (HMA) underlain by aggregate base course or a non-reinforced concrete pavement may
be feasible options for the proposed on-site paved sections. HMA pavements may show rutting and
distress in areas of heavy truck traffic or in truck loading and turning areas. Concrete pavements should
be considered in those areas. Suggested pavement sections are provided in the table below. The
outlined pavement sections are minimums and thus, periodic maintenance should be expected.
TABLE III: RECOMMENDED MINIMUM PAVEMENT SECTIONS
Automobile Parking Heavy Duty Areas
18-kip EDLA
18-kip ESAL
Reliability
Resilient Modulus
PSI Loss
7
51,100
75%
3562
2.5
15
109,500
85%
3562
2.2
Design Structure Number 2.47 2.96
Composite Section – Option A (assume Stable Subgrade)
Hot Mix Asphalt
Aggregate Base Course
Structure Number
4"
7"
(2.53)
5"
7"
(2.97)
Composite Section with Fly Ash Treated Subgrade
Hot Mix Asphalt
Aggregate Base Course
Fly Ash Treated Subgrade (assume half-credit)
Structure Number
3½"
6"
10"
(2.70)
4"
7"
10"
(3.03)
PCC (Non-reinforced) – placed on a stable subgrade 5-1/2" 7"
We recommend aggregate base be graded to meet a Class 5 or Class 6 aggregate base. Aggregate base
should be adjusted to a workable moisture content and compacted to achieve a minimum of 95% of
standard Proctor maximum dry density.
HMA should be graded to meet a SX (75) or S (75) with PG 58-28 and/or PG 64-22 binder. HMA should
be compacted to achieve 92 to 96% of the mix's theoretical maximum specific gravity (Rice Value).
Portland cement concrete should be an acceptable exterior pavement mix with a minimum 28-day
compressive strength of 4,000 psi and should be air entrained.
The recommended pavement sections are minimums; thus, periodic maintenance should be expected.
Longitudinal and transverse joints should be provided as needed in concrete pavements for
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pavement geometry. Sawed joints should be cut in accordance with ACI recommendations. All joints
should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer.
The collection and diversion of surface drainage away from paved areas is critical to the satisfactory
performance of the pavement. Drainage design should provide for the removal of water from paved
areas in order to reduce the potential for wetting of the subgrade soils.
Long-term pavement performance will be dependent upon several factors, including maintaining
subgrade moisture levels and providing for preventive maintenance. The following recommendations
should be considered the minimum:
The subgrade and the pavement surface should be adequately sloped to promote proper surface
drainage.
Install pavement drainage surrounding areas anticipated for frequent wetting (e.g. garden
centers, wash racks)
Install joint sealant and seal cracks immediately.
Seal all landscaped areas in, or adjacent to pavements to minimize or prevent moisture
migration to subgrade soils.
Place and compact low permeability backfill against the exterior side of curb and gutter.
Preventive maintenance should be planned and provided for through an on-going pavement management
program. Preventive maintenance activities are intended to slow the rate of pavement deterioration, and to
preserve the pavement investment. Preventive maintenance consists of both localized maintenance (e.g.
crack and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventive
maintenance is usually the first priority when implementing a planned pavement maintenance program
and provides the highest return on investment for pavements. Prior to implementing any maintenance,
additional engineering observation is recommended to determine the type and extent of preventive
maintenance.
Site grading is generally accomplished early in the construction phase. However, as construction
proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or
rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and corrective
action will be required. The subgrades should be carefully evaluated at the time of pavement construction
for signs of disturbance, rutting, or excessive drying. If disturbance has occurred, pavement subgrade
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areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this
report immediately prior to paving.
If during or after placement of the initial lift of pavement, the area is observed to be yielding under vehicle
traffic or construction equipment, it is recommended that EEC be contacted for methods of stabilization,
or a change in the pavement section.
Water Soluble Sulfates
The water soluble sulfate (SO4) testing of the on-site overburden and bedrock materials taken during
our subsurface exploration at varying depths are provided in the table below. Based on the reported
sulfate content test results, this report includes a recommendation for the CLASS of cement for use for
contact in association with the on-site subsoils.
TABLE IV - Water Soluble Sulfate Test Results VV
Sample Location Description
Soluble Sulfate Content
(mg/kg)
Soluble Sulfate Content
(%)
B-1, S-1 at 2’ Sandy Lean Clay / Clayey Sand 270 0.03
B-4, S-3 at 4’ Sandy Lean Clay / Clayey Sand 180 0.02
Based on the results as presented in table above, ACI 318, Section 4.2 indicates the site overburden
materials have a low risk of sulfate attack on Portland cement concrete. Therefore, site concrete could
be designed in accordance with ACI 318 using a negligible sulfate exposure of S0, however, if there is
minimal to no cost difference a site concrete using a moderate sulfate exposure of S1 could be
considered. Foundation concrete should be designed in accordance with the provisions of the ACI
Design Manual, Section 318, Chapter 4.
Detention Pond – Preliminary Infiltration Rates
EEC personnel conducted preliminary infiltration characteristics by performing “soil percolation” tests,
similar to that used for developing design criteria for an on-site sewage disposal system adjacent to
borings B-5 and B-6. The subsoils analyzed within the proposed detention pond area, (i.e., the general
vicinity of borings B-5 through B-8), consisted of sandy lean clay / clayey sand which extended to the
depths explored, approximately 5 to 15 feet below existing site grades. Portions of the near surface
sandy lean clay / clayey sand consisted of apparent uncontrolled fill encountered in borings B-5, B-7,
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and B-8 and extended to depths of approximately 1 to 5 feet to the underlying apparent native sandy
lean clay / clayey sand. Soil percolation characteristics of the near surface sandy lean clay / clayey sand
apparent fill adjacent to boring B-5 could not be determined due to immediate drainage of any
introduced water. The apparent native near surface sandy lean clay / clayey sand adjacent to boring B-6
exhibited soil percolation characteristics of approximately 24 minutes per inch, which correlates to
about 2.5 inches per hour. EEC can provide supplemental investigations and percolation data if
requested.
Utilities
Excavations into the on-site soils will encounter a variety of conditions. Excavations into the near
surface sandy lean clay to clayey sand soils can be expected to stand on relatively steep temporary
slopes during construction; however, caving soils may also be encountered in the clayey sand soils.
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.
Other Considerations
Positive drainage should be developed away from the structures 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 buildings 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.
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June 18, 2018
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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 CSURF 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.
Earth Engineering Consultants, LLC
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.
Group
Symbol
Group Name
Cu≥4 and 1<Cc≤3
E
GW Well-graded gravel
F
Cu<4 and/or 1>Cc>3
E
GP Poorly-graded gravel
F
Fines classify as ML or MH GM Silty gravel
G,H
Fines Classify as CL or CH GC Clayey Gravel
F,G,H
Cu≥6 and 1<Cc≤3
E
SW Well-graded sand
I
Cu<6 and/or 1>Cc>3
E
SP Poorly-graded sand
I
Fines classify as ML or MH SM Silty sand
G,H,I
Fines classify as CL or CH SC Clayey sand
G,H,I
inorganic PI>7 and plots on or above "A" Line CL Lean clay
K,L,M
PI<4 or plots below "A" Line ML Silt
K,L,M
organic Liquid Limit - oven dried Organic clay
K,L,M,N
Liquid Limit - not dried Organic silt
K,L,M,O
inorganic PI plots on or above "A" Line CH Fat clay
K,L,M
PI plots below "A" Line MH Elastic Silt
K,L,M
organic Liquid Limit - oven dried Organic clay
K,L,M,P
Liquid Limit - not dried Organic silt
K,L,M,O
Highly organic soils PT Peat
(D30)2
D10 x D60
GW-GM well graded gravel with silt NPI≥4 and plots on or above "A" line.
GW-GC well-graded gravel with clay OPI≤4 or plots below "A" line.
GP-GM poorly-graded gravel with silt PPI plots on or above "A" line.
GP-GC poorly-graded gravel with clay QPI plots below "A" line.
SW-SM well-graded sand with silt
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
Earth Engineering Consultants, LLC
IIf soil contains >15% gravel, add "with gravel" to
group name
JIf Atterberg limits plots shaded area, soil is a CL-
ML, Silty clay
Unified Soil Classification System
SUNSHINE HOUSE NO. 213 – SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
EEC PROJECT NO. 1182044
MAY 2018
1
2
2
1
Boring Location Diagram
Sunshine House No. 213 - South Shields St
Fort Collins, Colorado
EEC Project Number: 1182044
June 2018
EARTH ENGINEERING CONSULTANTS, LLC
Aroimate Boring
Locations
1
Legend
Site Photos
Photos taen in aroimate
location, in direction o arro
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
SPARSE VEGETATION _ _
1
SANDY LEAN CLAY / CLAYEY SAND (CL/SC) _ _
brown / red 2
medium stiff to very stiff / loose to medium dense _ _
SS 3 5 2000 16.6
_ _
4
_ _
CS 5 9 6000 11.9 116.6 28 11 50.1 600 psf 0.1%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 15 7000 16.0 75.9
_ _
11
_ _
12
_ _
13
_ _
14
_ _
saturated at 15' CS 15 5 500 22.2 105.5
BOTTOM OF BORING DEPTH 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
A-LIMITS SWELL
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
SPARSE VEGETATION _ _ 2/6"
SANDY LEAN CLAY (CL) - FILL 1 3/6"
dark brown / brown / red SS _ _ 6/6" 4000 18.1
medium stiff to stiff 2 8/6"
_ _ 10/6"
LEAN CLAY with SAND / CLAYEY SAND (CL/SC) CS 3 12/6" 9000+ 14.6 119.4 28 13 77.1 1000 psf 0.3%
red / brown / tan _ _ 5/6"
stiff to very stiff / medium dense 4 7/6"
with occasional gravel SS _ _ 9/6" 7000 9.8
red / brown 5 14/6"
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CS 10 25 9000+ 11.0 66.9
_ _
11
_ _
12
_ _
13
_ _
14
_ _
brown / red / rust SS 15 8 3000 17.4
with seams of sand _ _
16
_ _
17
_ _
18
_ _
SILTY SAND & GRAVEL (SM/GM) 19
brown / red _ _
dense to loose CS 20 50 5000 9.7
_ _
21
_ _
22
_ _
23
_ _
24
with clay seams _ _
SS 25 7 -- 30.8
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants, LLC
A-LIMITS SWELL
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
SPARSE VEGETATION _ _
1
CLAYEY SAND / SANDY LEAN CLAY (SC/CL) _ _
brown / red 2
medium dense / very stiff to stiff _ _ % @ 150 psf
CS 3 19 5000 6.6 113.4 29 14 40.4 200 psf 0.4%
_ _
4
_ _
SS 5 22 2000 6.5
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 13 6000 16.4
_ _
BOTTOM OF BORING DEPTH 10.5' 11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
A-LIMITS SWELL
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
GRAVEL AT SURFACE _ _ 5/6"
1 3/6"
SANDY LEAN CLAY (CL) - FILL SS _ _ 2/6" -- 14.7
dark brown / brown 2 3/6"
medium stiff to stiff _ _ 5/6"
with occasional gravel CS 3 6/6" 2000 12.2
_ _ 9/6"
4 8/6"
SS _ _ 8/6" 1000 7.3
SANDY LEAN CLAY / CLAYEY SAND (CL/SC) 5 6/6"
red / brown _ _
stiff / medium dense 6
_ _
7
_ _
8
_ _
9
_ _
SS 10 15 3000 21.7
_ _
BOTTOM OF BORING DEPTH 10.5' 11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
A-LIMITS SWELL
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
GRAVEL AT SURFACE _ _
1
CLAYEY SAND / SANDY LEAN CLAY (SC/CL) - FILL _ _
brown / red 2
medium dense / stiff _ _
3
_ _
4
_ _
CS 5 12 3000 11.0 95.8
_ _
LEAN CLAY / CLAYEY SAND (CL / SC) 6
brown / red _ _
medium stiff to very stiff / medium dense 7
_ _
8
_ _
9
_ _
SS 10 18 9000+ 17.8 34 18 88.7
_ _
11
_ _
12
_ _
13
_ _
14
brown / rust _ _
SS 15 11 1000 15.9
_ _
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: 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
_ _
CLAYEY SAND / SANDY LEAN CLAY (SC/CL) 1
red _ _
loose to medium dense / medium stiff to very stiff 2
_ _
CS 3 7 -- 5.7 110.5
_ _
4
_ _
with gravel & calcareous deposits SS 5 14 4000 15.7 27 12 74.6
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CS 10 14 8000 16.3 104.4
_ _
11
_ _
12
_ _
13
_ _
14
brown / red _ _
with gravel SS 15 8 -- 21.2
_ _
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: 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
SANDY LEAN CLAY / CLAYEY SAND (CL/SC) - FILL _ _ 2/6"
dk brown / brown / red; with occ. gravel; loose / stiff 1 4/6"
SS _ _ 9/6" 5000 10.3
SANDY LEAN CLAY / CLAYEY SAND (CL/SC) 2 10/6"
brown / red _ _ 8/6"
stiff to very stiff / medium dense CS 3 8/6" 2000 5.2 115.8
with occasional gravel _ _ 4/6"
red 4 5/6"
calcareous deposits SS _ _ 6/6" 1000 14.7
5 7/6"
BOTTOM OF BORING DEPTH 5.0' _ _
6
_ _
7
_ _
8
_ _
9
_ _
10
_ _
11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
A-LIMITS SWELL
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
GRAVEL AT SURFACE _ _ 2/6"
SANDY LEAN CLAY (CL) - FILL 1 4/6"
brown / red SS _ _ 4/6" 5000 15.9 108.9
stiff to loose 2 4/6"
with occasional gravel _ _ 2/6"
3 1/6"
SS _ _ 1/6" 5000 14.8
SANDY LEAN CLAY / CLAYEY SAND (CL/SC) 4 31//6"
brown / red _ _
stiff / dense 5
_ _
red / brown; with occasional gravel CS 6 16 3000 8.5 111.6
BOTTOM OF BORING DEPTH 6.0' _ _
7
_ _
8
_ _
9
_ _
10
_ _
11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
A-LIMITS SWELL
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
SANDY LEAN CLAY (CL) - FILL _ _ 3/6"
dark brown / brown / red 1 3/6"
medium stiff to very stiff; with occasional gravel SS _ _ 3/6" 8000 14.7
2 4/6"
SANDY LEAN CLAY / CLAYEY SAND (CL/SC) _ _ 6/6"
brown / red CS 3 10/6" 2500 12.6 117.5
stiff to very stiff / medium dense _ _ 5/6"
with calcareous deposits 4 6/6"
SS _ _ 8/6" 7000 19.9
5 9//6"
BOTTOM OF BORING DEPTH 5.0' _ _
6
_ _
7
_ _
8
_ _
9
_ _
10
_ _
11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
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, LLC
A-LIMITS SWELL
No. 8 (2.36 mm)
No. 10 (2 mm)
No. 16 (1.18 mm)
No. 30 (0.6 mm)
No. 40 (0.425 mm)
No. 50 (0.3 mm)
No. 100 (0.15 mm)
No. 200 (0.075 mm)
Project: Sunshine House No. 213 - South Shields Street
Location: Fort Collins, Colorado
Project No: 1182044
Sample ID: B-1, S-3, 9'
Sample Desc.: Brown / Red Lean Clay with Sand (CL)
Date: June 2018
100
90
75.9
100
98
96
95
94
EARTH ENGINEERING CONSULTANTS, LLC
SUMMARY OF LABORATORY TEST RESULTS
Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136)
Sieve Size Percent Passing
EARTH ENGINEERING CONSULTANTS, LLC
Summary of Washed Sieve Analysis Tests (ASTM C117 & C136)
Date:
Project:
Location:
Project No:
Sample ID:
Sample Desc.:
Cobble Silt or Clay
Gravel
Coarse Fine
Sand
Coarse Medium
June 2018
4.75 --- ---
Sunshine House No. 213 - South Shields Street
Fort Collins, Colorado
1182044
B-1, S-3, 9'
Brown / Red Lean Clay with Sand (CL)
D100 D
60 D50
‐‐‐ ‐‐‐
Fine
‐‐‐ ‐‐‐
D30 D
10 Cu
CC
6"
5"
4"
3"
2.5"
2"
1.5"
1"
3/4"
1/2"
3/8"
No. 4
No. 8
No. 10
No. 16
No. 30
No. 40
No. 50
No. 100
No. 200
0
10
20
30
40
50
60
70
80
90
100
1000 100 10 1 0.1 0.01
1/2" (12.5 mm)
3/8" (9.5 mm)
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 10 (2 mm)
No. 16 (1.18 mm)
No. 30 (0.6 mm)
No. 40 (0.425 mm)
No. 50 (0.3 mm)
No. 100 (0.15 mm)
No. 200 (0.075 mm)
Project: Sunshine House No. 213 - South Shields Street
Location: Fort Collins, Colorado
Project No: 1182044
Sample ID: B-2, S-4, 9'
Sample Desc.: Red / Brown Sandy Lean Clay (CL)
Date: June 2018
100
99
97
77
66.9
96
93
88
85
83
100
EARTH ENGINEERING CONSULTANTS, LLC
SUMMARY OF LABORATORY TEST RESULTS
Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136)
Sieve Size Percent Passing
EARTH ENGINEERING CONSULTANTS, LLC
Summary of Washed Sieve Analysis Tests (ASTM C117 & C136)
Date:
Project:
Location:
Project No:
Sample ID:
Sample Desc.:
Cobble Silt or Clay
Gravel
Coarse Fine
Sand
Coarse Medium
June 2018
9.50 --- ---
Sunshine House No. 213 - South Shields Street
Fort Collins, Colorado
1182044
B-2, S-4, 9'
Red / Brown Sandy Lean Clay (CL)
D100 D
60 D50
‐‐‐ ‐‐‐
Fine
‐‐‐ ‐‐‐
D30 D
10 Cu
CC
6"
5"
4"
3"
2.5"
2"
1.5"
1"
3/4"
1/2"
3/8"
No. 4
No. 8
No. 10
No. 16
No. 30
No. 40
No. 50
No. 100
No. 200
0
10
20
30
40
50
60
70
80
90
100
1000 100 10 1 0.1 0.01
Project:
Location:
Project #:
Date:
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown / Red Sandy Lean Clay / Clayey Sand (CL/SC)
Sample Location: Boring 1, Sample 2, Depth 4'
Liquid Limit: 28 Plasticity Index: 11 % Passing #200: 50.1%
Beginning Moisture: 11.9% Dry Density: 121.7 pcf Ending Moisture: 14.2%
Swell Pressure: 600 psf % Swell @ 500: 0.1%
Sunshine House No. 213 - South Shields Street
Fort Collins, Colorado
1182044
June 2018
-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: Red / Brown / Tan Lean Clay with Sand (CL)
Sample Location: Boring 2, Sample 2, Depth 3'
Liquid Limit: 28 Plasticity Index: 13 % Passing #200: 77.1%
Beginning Moisture: 14.6% Dry Density: 117.8 pcf Ending Moisture: 14.3%
Swell Pressure: 1000 psf % Swell @ 500: 0.3%
Sunshine House No. 213 - South Shields Street
Fort Collins, Colorado
1182044
June 2018
-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 / Red Clayey Sand (SC)
Sample Location: Boring 3, Sample 1, Depth 2'
Liquid Limit: 29 Plasticity Index: 14 % Passing #200: 40.4%
Beginning Moisture: 6.6% Dry Density: 108.9 pcf Ending Moisture: 17.7%
Swell Pressure: 200 psf % Swell @ 150: 0.4%
Sunshine House No. 213 - South Shields Street
Fort Collins, Colorado
1182044
June 2018
-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
Finer by Weight (%)
Grain Size (mm)
Standard Sieve Size
Finer by Weight (%)
Grain Size (mm)
Standard Sieve Size
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING None
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-9 JUNE 2018
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING None
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-8 JUNE 2018
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING None
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-7 JUNE 2018
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING None
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-6 JUNE 2018
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING None
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-5 JUNE 2018
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING None
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-4 JUNE 2018
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING None
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-3 JUNE 2018
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING 17'
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-2 JUNE 2018
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 5/30/2018 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 5/30/2018 WHILE DRILLING None
SUNSHINE HOUSE NO. 213 - SOUTH SHIELDS STREET
FORT COLLINS, COLORADO
PROJECT NO: 1182044 LOG OF BORING B-1 JUNE 2018
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests
Sands 50% or more
coarse fraction
passes No. 4 sieve
Fine-Grained Soils
50% or more passes
the No. 200 sieve
<0.75 OL
Gravels with Fines
more than 12%
fines
Clean Sands Less
than 5% fines
Sands with Fines
more than 12%
fines
Clean Gravels Less
than 5% fines
Gravels more than
50% of coarse
fraction retained on
No. 4 sieve
Coarse - Grained Soils
more than 50%
retained on No. 200
sieve
CGravels with 5 to 12% fines required dual symbols:
Kif soil contains 15 to 29% plus No. 200, add "with sand"
or "with gravel", whichever is predominant.
<0.75 OH
Primarily organic matter, dark in color, and organic odor
ABased on the material passing the 3-in. (75-mm)
sieve
ECu=D60/D10 Cc=
HIf fines are organic, add "with organic fines" to
group name
LIf soil contains ≥ 30% plus No. 200 predominantly sand,
add "sandy" to group name.
MIf soil contains ≥30% plus No. 200 predominantly gravel,
add "gravelly" to group name.
DSands with 5 to 12% fines require dual symbols:
BIf field sample contained cobbles or boulders, or
both, add "with cobbles or boulders, or both" to
group name. FIf soil contains ≥15% sand, add "with sand" to
GIf fines classify as CL-ML, use dual symbol GC-
CM, or SC-SM.
Silts and Clays
Liquid Limit less
than 50
Silts and Clays
Liquid Limit 50 or
more
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
PLASTICITY INDEX (PI)
LIQUID LIMIT (LL)
ML OR OL
MH OR OH
For Classification of fine-grained soils and
fine-grained fraction of coarse-grained
soils.
Equation of "A"-line
Horizontal at PI=4 to LL=25.5
then PI-0.73 (LL-20)
Equation of "U"-line
Vertical at LL=16 to PI-7,
then PI=0.9 (LL-8)
CL-ML
HARDNESS AND DEGREE OF CEMENTATION:
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
expansion/contraction and isolation. The location and extent of joints should be based upon the final