HomeMy WebLinkAboutRENNAT SUBDIVISION - PDP190011 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTPRELIMINARY SUBSURFACE EXPLORATION REPORT
RENNAT PROPERTY
NE ¼ SECTION 7, TOWNSHIP 6N, RANGE 68W
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122013
Prepared for:
McWhinney
2725 Rocky Mountain Avenue, Suite 200
Loveland, Colorado 80538
Attn: Ms. Kim Perry (kimp@mcwhinney.com)
Prepared by:
Earth Engineering Consultants, Inc.
4396 Greenfield Drive
Windsor, Colorado 80550
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 224-1522 FAX (970) 663-0282
February 20, 2012
McWhinney
2725 Rocky Mountain Avenue, Suite 200
Loveland, Colorado 80538
Attn: Ms. Kim Perry (kimp@mcwhinney.com)
Re: Preliminary Subsurface Exploration Report
Rennat Property
NE ¼ Section 7, Township 6N, Range 68 West
Fort Collins, Colorado
EEC Project No. 1122013
Ms. Perry:
Enclosed, herewith, are the results of the preliminary subsurface exploration completed
by Earth Engineering Consultants, Inc. personnel for the referenced project. In summary,
the subsurface soils encountered in the test borings consisted of brown to dark brown
sandy lean clay/lean clay to the depths explored, approximately 6 to 20½ feet below site
grades. The near surface clays in the upper reaches of the site were dry, stiff, and hard,
and exhibited moderate swell potential in laboratory testing. Groundwater was
encountered in the three (3) borings in the southwest area of property at depths of
approximately 0 feet to 6 feet below present site grades.
The development site can generally be divided into a northeast “upper” area and a
southwest “lower” area with about 20 feet of elevation difference between those areas.
Groundwater was encountered in the lower area at depths of 6 feet or less and may be
shallower at times throughout the year. The shallow groundwater may preclude
basement construction and could require additional efforts in drying fill/backfill soils and
stabilization of subgrades. The near surface soils on the upper area of the site are dry,
stiff and moderately plastic resulting in moderate swell potential. The swell of the in-situ
soils will need to be addressed for site development and individual structure construction.
Preliminary geotechnical recommendations concerning design and construction of
foundations, support of floor slabs and pavements and installation of site utilities are
presented in the text of the attached report.
PRELIMINARY SUBSURFACE EXPLORATION REPORT
RENNAT PROPERTY
NE ¼ SECTION 7, TOWNSHIP 6N, RANGE 68W
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122013
February 20, 2012
INTRODUCTION
The preliminary subsurface exploration for the Rennat Property located to the west of South
Timberline Road, east of the Union Pacific Railroad tracks, and between Kechter and East
Trilby Roads in Fort Collins, Colorado, has been completed. Five (5) soil borings extending
to depths of approximately 6 to 20 feet below present site grades were advanced on the
potential development property to obtain information on existing subsurface conditions.
Individual boring logs and a diagram indicating the approximate boring locations are
included with this report.
The property includes approximately 63 acres of vacant land planned for development, most
likely as single family residential. The site residences will likely be one or two-story wood
frame structures with full-depth basements. Foundation loads for the proposed residences
would be light with estimated continuous wall loads less than 2.5 kips per lineal foot and
column loads less than 35 kips. Floor loads are expected to be light, less than 100 psf.
Infrastructure improvements for the development will include utility installation and street
construction. Small cuts and fills are expected to develop final site grades.
The purpose of this report is to describe the subsurface conditions encountered in the
borings, analyze and evaluate the test data and provide preliminary geotechnical
recommendations concerning the proposed site development.
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and established in the field by Earth Engineering
Consultants, Inc. (EEC) personnel by estimating angles and distances from identifiable site
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 2
features. The locations of the borings should be considered accurate only to the degree
implied by the methods used to make the field measurements.
Borings B-1, B-2 and B-5 were performed using a truck mounted CME-45 drill rig equipped
with a hydraulic head employed in drilling and sampling operations. The boreholes were
advanced using 4-inch nominal diameter continuous flight augers. Samples of the subsurface
materials encountered were obtained using split-barrel and California barrel sampling
procedures in general accordance with ASTM Specifications D-1586 and D-3550,
respectively. All samples obtained in the field were sealed and returned to the laboratory for
further examination, classification and testing.
With anticipated soft subgrades, borings B-3 and B-4 were advanced with hand auger
techniques. Those borings were terminated at depths of approximately 6 feet. Field slotted
piezometers were installed at these locations to allow for future groundwater measurements.
Those measurements were completed on February 17, 2012 and the piezometers were
removed and boreholes backfilled.
Laboratory moisture content tests were performed on each of the recovered samples. In
addition, selected samples were tested for fine content and plasticity by washed sieve
analysis and Atterberg limits tests, respectively. Swell/consolidation tests were completed
on selected samples to evaluate the tendency of the subgrade soils to change volume with
variation in moisture content and load. Results of the outlined tests are indicated on the
attached boring logs and summary sheets.
As a part of the testing program, the recovered 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 texture and plasticity of the soil samples. The
estimated group symbol for the Unified Soil Classification System is shown on the boring
logs. A brief description of the Unified Soil Classification System is included with this
report.
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 3
SITE AND SUBSURFACE CONDITIONS
The development parcel is located to the west of Timberline Road, east of the Union Pacific
Railroad tracks, south of Kechter Road and approximately ½ mile north of East Trilby Road,
in Fort Collins, Colorado. The project site is currently agricultural. Surface drainage is
generally to the southwest with maximum difference in ground surface elevation across the
site estimated to be on the order of approximately 25 feet. The southwest “lower” portion of
the property is about 20 feet lower than the northeast “upper” property area.
A representative of EEC was on site during drilling to direct the drilling activities and
evaluate the subsurface materials encountered. Field descriptions of the materials
encountered were based on visual and tactual observation of disturbed samples and auger
cuttings. The boring logs included with this report may contain modifications to the field
logs based on results of laboratory testing and engineering evaluation. Based on results of
field and laboratory testing and evaluation, subsurface conditions can be generalized as
follows.
Vegetation and topsoil were encountered at the surface at the test boring locations. The
topsoil/vegetation was typically underlain by brown to dark sandy lean clay/lean clay. The
relative percentages of sand and clay varied in the borings with generally increasing sand
content with depth. The lean clay soil was generally medium stiff and showed low to
moderate swell potential at current moisture and density conditions. The nearer surface soils
in the upper areas of the site were generally dry and hard. The soils in the lower areas of the
site were generally moist to saturated. The sandy lean clay/lean clay extended to the bottom
of the borings at depths of approximately 6 to 20 feet.
The stratification boundaries indicated on the boring logs represent the approximate
locations of changes in soil types. In-situ, the transition of materials may be gradual and
indistinct.
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 4
GROUNDWATER OBSERVATIONS
Observations were made while drilling and after completion of drilling to detect the presence
and level of free water. In addition, subsequent water level measurements were completed in
the field-slotted PVC piezometers installed in borings B-3 and B-4. A summary of the
groundwater measurements completed to date is provided in the upper right hand corner of
the boring logs. In general, groundwater was observed at depths of 6 feet or less in the lower
portions of the site and was not observed to the maximum drill depth of 20 feet in the upper
portions of the site.
Perched and/or trapped water may be encountered in more permeable zones in the subgrade
soils at times throughout the year. Perched water is commonly encountered in soils
immediately overlying less permeable soils or weathered bedrock. Fluctuations in
groundwater levels and in the location and amount of perched water may occur over time
depending on variations in hydrologic conditions, irrigation activities on surrounding
properties and other conditions not apparent at the time of this report.
ANALYSIS AND RECOMMENDATIONS
General
The development site is generally divided into an “upper” area to the northeast and a “lower”
area to the southwest. Borings B-1 and B-2 were completed in the upper areas of the site
while borings B-3, B-4 and B-5 were completed in the lower portion of the site.
The swell potential of the site soils was generally low to moderate. However, dry and
moderate plasticity clays were observed near the surface in borings B-1 and B-2 in the upper
portions of the site. Care will be needed to see that the site improvements are not placed
directly on or immediately above moderately swelling soils. Based on the observed swells,
mitigation of the swell potential will likely be required as a part of the pavement subgrade
preparation. Care should also be taken to avoid placing higher plasticity site soils as fill in
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 5
any structure or flatwork areas. Subsurface conditions should be evaluated individually for
each residence.
Shallow groundwater was observed in the southwest lower portion of the site. The
approximate shallow groundwater areas are identified on the attached boring location
diagram. We suggest basement construction would not be appropriate in these areas. Non-
basement construction might be feasible over a portion of the area excluding areas of very
shallow groundwater. Possible wet and unstable subgrade soils may be observed in this area
at the time of construction. Drying of soils should be expected if they will be used for
backfill. Zones of higher organic materials may also be encountered; the high organic
materials should not be used for fill or backfill.
Site Preparation
All existing vegetation and/or topsoil should be removed from beneath fill, roadway and
building subgrade areas. The stripping depth should be expected to vary across the site.
After stripping and completing all cuts and prior to placement of any fill or site
improvements we expect the exposed soils would be scarified to a minimum depth of 9
inches, adjusted to within ±2% of 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.
We expect mitigation for moderate swell cohesive soils will be required in shallow
foundation, flatwork, floor slab (non-basement) and pavement areas in the upper portions of
the site. That mitigation would commonly include removal of dry and hard materials,
increasing the moisture in the clay soils and replacing the moisture conditioned soils as
controlled density fill. Mitigation could be done on an individual residence/roadway basis;
however, care should be taken during overlot grading to avoid placing fill above the dry,
dense soils which would require future removal and reworking.
In the lower portions of the site, soft, wet and unstable in-situ subgrade materials may be
encountered, depending, in the part, on depth of excavation and time of year. Stabilization
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 6
of in-place materials may be needed prior to placement of additional fill or preparation of
building and pavement subgrades. Soft subgrades may also limit the use of heavier
construction equipment in this area.
Fill soils required to develop the building or pavement subgrades should consist of approved,
low-volume-change materials which are free from organic matter and debris. We believe the
on-site sandy lean clay soils could be used as fill in these areas. Care should be taken to
avoid using higher plasticity clays as site fill. We recommend the fill soils be placed in loose
lifts not to exceed 9 inches thick and adjusted in moisture content and compacted as
recommended for the scarified soils.
Care should be exercised after preparation of the subgrades to maintain the placement
moisture on the subgrade soils and to avoid disturbing the subgrade materials. Positive
drainage should be developed away from the structures and across and away from the
pavement edges to avoid wetting of subgrade materials. Subgrade materials becoming wet
subsequent to construction of the residences and/or pavements can result in unacceptable
performance of those improvements.
Footing Foundations
Based on the materials observed at the boring locations, we expect most of the proposed
single-family residences could be supported on conventional footing foundations bearing on
low swell potential natural site soils or newly placed and compacted fill developed as
outlined above.
For design of footing foundations bearing on the natural site soils or newly placed and
compacted fill, maximum net allowable total load bearing pressures of 1,000 to 2,000 psf
appear usable. The net bearing pressure refers to the pressure at foundation bearing level in
excess of the minimum surrounding overburden pressure. Total load would include full dead
and live loads.
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 7
Site and/or lot specific subsurface explorations will be needed for individual residences
when final lot layouts have been more defined and prior to foundation design.
Floor Slab Subgrades
All existing vegetation and topsoil should be removed from the floor slab areas. After
stripping and completing all cuts and prior to placement of any floor slabs or fill, the exposed
subgrades should be scarified, adjusted in moisture content and compacted as outlined in the
Site Development section of this report. Care should be taken to evaluate swell potential of
the subgrade soils for the individual units. Overexcavation of dry, dense near surface
cohesive soils should be expected in at least portions of the upper site area, depending
somewhat on site grading.
Fill soils required to develop the floor slab subgrades should consist of approved, low-
volume- change materials which are free from organic matter and debris. We expect the site
lean clay and clayey sand could be used for fill beneath floor slabs. Those materials should
be placed and compacted as outlined for the site fill soils.
Care should be exercised after development of the floor slab subgrades to prevent
disturbance of the in-place materials. Subgrade soils which are loosened or disturbed by
construction activities or which become wet and softened or dry and desiccated should
generally be removed and replaced or reworked in place prior to placement of the overlying
floor slabs.
Below Grade Areas
We expect any below grade areas will be developed above expected high groundwater
levels. Areas of shallow or very shallow groundwater as indicated on the attached diagram
should be closely evaluated prior to any development and particularly for any below grade
development. In addition, we anticipate perimeter drain systems would be considered
around all below grade areas to reduce the potential for hydrostatic loads to develop on
below grade walls and/or infiltration of surface water into below grade areas. In general, a
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 8
perimeter drain system would consist of perforated metal or plastic pipe, placed around the
exterior perimeter of the structure and sloped to drain to a sump or an outfall where reverse
flow cannot occur in the system.
If an underdrain is developed to lower groundwater, the perimeter drains in the underdrain
area should be designed to flow into the underdrain system. The drain line should be
surrounded by a minimum of 6 inches of appropriately-sized granular filter soil. The filter
soil or the drain line should be surrounded by a filter fabric to reduce the potential for an
influx of fines into the system.
Backfill placed above the exterior perimeter drains should consist of approved, low-volume-
change materials which are free from organic matter and debris. We expect on-site soils
could be used as fill in these areas. The top 2 feet of the backfill should be an essentially
cohesive material to reduce the potential for an influx of surface water into the below grade
drain system. Fill soils would typically be placed in loose lifts not to exceed 9 inches thick,
adjusted to within ±2% of optimum moisture content and compacted to at least 95% of the
material's standard Proctor maximum dry density.
Pavement Subgrades
After site layout is complete and grades are established, it may be prudent to evaluate the
swell potential of expected pavement subgrades. If mitigation appears necessary in
accordance with City of Fort Collins criteria, the specific approach could be established prior
to start of construction. We expect mitigation for expansive subgrade soils will be needed if
subgrades in the upper portions of the site are at or above current site elevations. Final
pavement sections could probably also be determined at that time.
All existing vegetation and topsoil should be removed from pavement areas. After stripping
and completing all cuts and prior to placement of any fill or pavements, we recommend the
exposed soils be scarified to a minimum depth of 9 inches, adjusted to within ±2% of
optimum moisture content and compacted to at least 95% of the material's standard Proctor
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 9
maximum dry density. Dry, dense clay subgrades could be addressed as a part of the overlot
grading or could be addressed in specific subgrades.
Fill materials required to develop the pavement subgrades should consist of approved, low-
volume-change materials which are free from organic matter and debris. The on-site soils
could be used for fill in these areas. We recommend the fill soils be placed in loose lifts not
to exceed 9 inches thick and adjusted in moisture content and compacted as recommended
for the scarified soils.
The site cohesive soils would be subject to strength loss and instability when wetted.
Stabilization of the pavement subgrades would become necessary if the subgrades become
wetted prior to paving. Increasing the moisture content of the subgrades to mitigate swell
can also result in unstable subgrades. We suggest there is a high probability that subgrade
stabilization, probably with Class “C” fly ash, will be required as a part of the pavement
subgrade preparation.
After development of the pavement subgrades, care should be exercised to prevent
disturbance of those materials prior to placement of the overlying pavements. Subgrade soils
which are disturbed by the construction activities should be reworked in-place or, if
necessary, removed and replaced prior to placement of the overlying fill or pavements.
Pavements
We expect traffic on the local roadways will consist of low volumes of automobiles and light
trucks with occasional heavy truck traffic. We anticipate the subgrades in the roadway area
will consist of sandy clay/clayey sand. Those materials have low remolded strength.
The current City of Fort Collins standards require a minimum pavement section of 4 inches
of hot bituminous pavement over 6 inches of aggregate base for local streets. That section is
required regardless of any sub grade stabilization. Thicker sections are required for higher
traffic volume streets. Street section design, in general, cannot be completed until water and
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 10
sewer have been constructed and street subgrades are within 6 inches of expected subgrade.
If swell mitigation is required, the design could possibly be completed earlier in the process.
The asphalt surfacing for the pavement would consist of grading S or SX materials
consistent with City of Fort Collins requirements. The aggregate base will be Class 5 or
Class 6 base.
Utility Installation
Bedding around utility pipelines should be placed in accordance with recommendations from
the pipeline designer. Backfill soils placed above pipelines should consist of approved
materials which are free from organic matter and debris. The on-site clays and sands could
be used as pipeline backfill. In areas of higher groundwater, drying of the excavated
material will be needed prior to using that material for backfill.
Excavations extending near or into the water table may be unstable requiring flat excavation
slopes or shoring for the utility installation. As a minimum, OSHA guide lines should be
implemented for the site excavations.
Pipeline backfill should be placed in maximum 9-inch loose lifts, adjusted to within ±2% of
optimum moisture content and compacted to at least 95% of standard Proctor maximum dry
density per ASTM Specification D-698.
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.
Earth Engineering Consultants, Inc.
EEC Project No. 1122013
February 20, 2012
Page 11
This report is preliminary in nature and should not be considered useable for specific design
or construction. Site specific explorations should be completed to develop site specific
recommendations for each of the site buildings and planned for site improvements.
This report has been prepared for the exclusive use of McWhinney 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:
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
_ _
SANDY LEAN CLAY (CL) 1
brown _ _
stiff to very stiff 2
with calcareous deposits _ _
CS 3 23 9000+ 9.4 114.9 38 23 69.7 7500 psf 6.0%
_ _
4
_ _
SS 5 11 9000+ 12.1
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CS 10 7 9000+ 15.6 110.7 40 25 66.8 2200 psf 1.3%
_ _
11
_ _
12
_ _
13
_ _
14
_ _
light brown / tan SS 15 8 5500 22.3
_ _
16
_ _
17
_ _
18
_ _
19
brown / tan _ _
CS 20 13 3500 19.7 109.3
BOTTOM OF BORING DEPTH 20.0' _ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants
RENNAT PROPERTY
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY (CL) _ _
brown 2
stiff to very stiff _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 15 9000+ 8.4 104.6 33 18 61.0 4.8%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 8 3500 19.0
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 4 -- 36.4 85.4
BOTTOM OF BORING DEPTH 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants
RENNAT PROPERTY
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SILTY CLAY (CL) _ _
brown 2
_ _
3
_ _
4
_ _
5
_ _
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
RENNAT PROPERTY
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
LEAN CLAY (CL) _ _
brown 2
_ _
3
_ _
4
_ _
5
_ _
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
RENNAT PROPERTY
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY (CL) _ _
brown 2
medium stiff to soft _ _
3
_ _
4
_ _
CS 5 4 1000 23.7 97.4
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 6 500 27.8
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 4 1000 27.8 96.6
_ _
16
_ _
17
_ _
18
_ _
19
grey / rust _ _
SS 20 10 1500 23.5
_ _
BOTTOM OF BORING DEPTH 20.5' 21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants
RENNAT PROPERTY
SWELL / CONSOLIDATION TEST RESULTS
% Swell @ 500:
Project:
Project #:
Date:
Beginning Moisture: 9.4% Dry Density: 119.1 pcf Ending Moisture: 16.4%
Material Description:
Sample Location:
Liquid Limit: 38 Plasticity Index: 23
Brown Sandy Lean Clay (CL)
Boring 1, Sample 1, Depth 2'
% Passing #200: 69.7%
1122013
February 2012
Swell Pressure: 7500 psf
Rennat Property
Fort Collins, Colorado
6.0%
-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)
Water Added
Consolidation Swell
SWELL / CONSOLIDATION TEST RESULTS
% Swell @ 500:
Project:
Project #:
Date:
Material Description: Brown Sandy Lean Clay (CL)
Sample Location: Boring 1, Sample 3, Depth 9'
Liquid Limit: 40 Plasticity Index: 25 % Passing #200: 66.8%
Beginning Moisture: 15.6% Dry Density: 112.6 pcf Ending Moisture: 18.5%
Swell Pressure: 2200 psf 1.3%
Rennat Property
Fort Collins, Colorado
1122013
February 2012
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Water Added
Consolidation Swell
SWELL / CONSOLIDATION TEST RESULTS
% Swell @ 500:
Project:
Project #:
Date:
Material Description: Brown Sandy Lean Clay (CL)
Sample Location: Boring 2, Sample 1, Depth 4'
Liquid Limit: 33 Plasticity Index: 18 % Passing #200: 61.0%
Beginning Moisture: 8.4% Dry Density: 113.1 pcf Ending Moisture: 18.8%
Swell Pressure: 4.8%
Rennat Property
Fort Collins, Colorado
1122013
February 2012
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Water Added
Consolidation Swell
FORT COLLINS, COLORADO
PROJECT NO: 1122013 FEBRUARY 2012
LOG OF BORING B-5
SHEET 1 OF 1 WATER DEPTH
START DATE 2/13/2012 WHILE DRILLING None
FINISH DATE 2/13/2012 AFTER DRILLING N/A
SURFACE ELEV N/A 24 HOUR N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1122013 FEBRUARY 2012
LOG OF BORING B-4 (PIEZOMETER)
SHEET 1 OF 1 WATER DEPTH
START DATE 2/13/2012 WHILE DRILLING 3'7"
FINISH DATE 2/13/2012 AFTER DRILLING N/A
SURFACE ELEV N/A 24 HOUR N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1122013 FEBRUARY 2012
LOG OF BORING B-3 (PIEZOMETER)
SHEET 1 OF 1 WATER DEPTH
START DATE 2/13/2012 WHILE DRILLING >6'
FINISH DATE 2/13/2012 AFTER DRILLING N/A
SURFACE ELEV N/A 24 HOUR N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1122013 FEBRUARY 2012
LOG OF BORING B-2 (PIEZOMETER)
SHEET 1 OF 1 WATER DEPTH
START DATE 2/13/2012 WHILE DRILLING None
FINISH DATE 2/13/2012 AFTER DRILLING N/A
SURFACE ELEV N/A 24 HOUR N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1122013 FEBRUARY 2012
LOG OF BORING B-1 (PIEZOMETER)
SHEET 1 OF 1 WATER DEPTH
START DATE 2/13/2012 WHILE DRILLING None
FINISH DATE 2/13/2012 AFTER DRILLING N/A
SURFACE ELEV N/A 24 HOUR 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