HomeMy WebLinkAboutSTORYBOOK THIRD FILING - FDP - FDP130051 - SUBMITTAL DOCUMENTS - ROUND 1 - RECOMMENDATION/REPORT (3)PRELIMINARY SUBSURFACE EXPLORATION REPORT
STORYBOOK – 2ND FILING
FORT COLLINS, COLORADO
EEC PROJECT NO. 1022131
PRELIMINARY SUBSURFACE EXPLORATION REPORT
STORYBOOK – 2nd FILING
FORT COLLINS, COLORADO
EEC PROJECT NO. 1022131
August 8, 2002
INTRODUCTION
The preliminary subsurface exploration for the proposed 2nd Filing of the Storybook
residential development to be constructed north of Mountain Vista Drive and east of Little
John Lane in Fort Collins, Colorado has been completed. Thirteen (13) soil borings
extending to depths of approximately 15 feet below present site grades were advanced in the
proposed development area to obtain information on existing subsurface conditions.
Individual boring logs and a diagram indicating the approximate boring locations are
included with this report.
We understand the 2nd Filing of the Storybook development will consist of approximately 80
single-family residential lots. Foundation loads for the proposed structures are expected to
be light with continuous wall loads less than 3 kips per lineal foot and column loads less than
35 kips. Floor loads are expected to be less than 100 psf. Paved streets and drive areas will
be constructed as a part of the development.
The purpose of this report is to describe the subsurface conditions encountered in the
borings, analyze and evaluate the test data and provide preliminary geotechnical
recommendations concerning design and construction of foundations and support of floor
slabs and pavements.
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and established in the field by Earth Engineering
Consultants, Inc. (EEC) personnel. The field locations were established by estimating angles
and pacing distances from identifiable site references. The locations of the borings should be
considered accurate only to the degree implied by the methods used to make the field
measurements.
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 2
The borings 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 Specification D-1586. In the split-barrel and California
barrel sampling procedures, standard sampling spoons are driven into the ground by means
of a 140-pound hammer falling a distance of 30 inches. The number of blows required to
advance the 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.
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. Swell/consolidation tests were completed on selected samples to
evaluate the subgrade material’s tendency to change volume with variation in moisture
content. Results of the outlined tests are indicated on the attached boring logs and summary
sheets.
As a part of the testing program, all samples were examined in the laboratory by an engineer
and classified in accordance with the attached General Notes and the Unified Soil
Classification System, based on the soil’s texture and plasticity. The estimated group
symbol for the Unified Soil Classification System is shown on the boring logs and a brief
description of that classification system is included with this report.
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 3
SITE AND SUBSURFACE CONDITIONS
The proposed development is located north of Mountain Vista Drive and east of Little John
Lane in Fort Collins, Colorado. Currently, the project site is undeveloped and is situated
immediately east of the first filing of the Storybook development. The site slopes to the
southeast with a maximum difference in ground surface elevation across the site estimated to
be on the order of approximately 5 feet.
An EEC field engineer 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
evaluation, subsurface conditions can be generalized as follows.
Approximately 3 to 6 inches of topsoil and vegetation were encountered at the surface at the
boring locations. The topsoil and vegetation was underlain by brown sandy lean clay. The
sandy lean clay soils were relatively dry at the time of drilling and exhibited a low to
moderate potential for volume change with variation with moisture content at current
moisture/density conditions. The lean clay soils contained varying amounts of calcareous
deposits and extended to depths of approximately 15½ feet below present site grades. The
borings were terminated at depths of approximately 15½ feet below present site grades in the
lean clay soils.
The stratification boundaries indicated on the boring logs represent the approximate location
of changes in soil types; in-situ, the transition of materials may be gradual and indistinct.
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 4
GROUNDWATER OBSERVATIONS
Observations were made while drilling and after completion of the borings to detect the
presence and level of groundwater. No groundwater was observed in the completed test
borings at the time of drilling.
Perched and/or trapped water may be encountered in more permeable zones in the subgrade
soils at times throughout the year. Fluctuations in ground water 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
Site Development
At the time of drilling, the near surface cohesive soils were relatively dry and as such, were
subject to low to moderate swelling with increase in moisture content. Those materials
would be expected to increase in volume with increasing moisture contents subsequent to
construction resulting in heaving of the overlying improvements. In order to reduce the
potential for post-construction movement of the site improvements, we recommend a zone of
material immediately beneath the proposed structures, pavements and flatwork be removed,
moisture conditioned and replaced prior to placement of the improvements. Based on
previous experience with similar soils, we expect an over-excavation depth of approximately
3 feet below foundation bearing levels would be required. Compacted fill placed beneath
building foundations should extend beyond the edges of the foundation in all directions at
least 1 foot laterally for each 1 vertical foot of overexcavation. Not all near surface soils at
the site exhibited swell potentials high enough to justify overexcavation. We expect
structures in those areas could be supported on conventional foundation footings bearing in
the in-situ site soils. The subgrades for each residence should be closely evaluated
immediately prior to construction to establish the necessity and recommended depth of
overexcavation.
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 5
All existing vegetation, topsoil and deleterious material should be completely removed from
foundation, interior/exterior slab-on-grade and pavement areas. After stripping and
completing all cuts and prior to placement of any fill, foundations, slabs-on-grade or
pavements, we recommend the exposed surface materials be scarified, adjusted in moisture
content and compacted. The scarified materials should be compacted to be within the range
of 94 to 98% of the material’s maximum dry density, at a moisture content of –1% to +3% of
optimum moisture, as determined in accordance with ASTM Specification D-698, the
standard Proctor procedure. Scarification may not be necessary in foundation areas, close
observation of the exposed soils should be completed to evaluate the swell potential for each
building.
Fill materials required to develop the site grades should consist of approved, low-volume
change materials free from organic matter and debris. Based on the materials observed in
the test borings, it is our opinion the near surface lean clay soils could be used as fill in the
building and pavement areas. Care should be taken to thoroughly moisture-condition the on-
site cohesive soils prior to their use as fill. The fill materials should be placed in loose lifts
not to exceed 9 inches thick and adjusted in moisture content and compacted as outlined for
the scarified soils.
After preparation of the subgrades, care should be taken to avoid disturbing the in-place
materials and to maintain the moisture content of those soils. Any materials 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 placement of the
overlying floor slabs or pavements or construction of the footing foundations.
Footing Foundations
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 6
Based on our field observations of the site and the soils encountered in the test borings and
the results of laboratory testing, it is our opinion the proposed structures could be supported
on conventional footing foundations bearing on the in-situ site soils or on newly placed and
compacted fill placed as outlined above. However, due to the variability of the soils across
the site we recommend that the foundation design for each structure be evaluated on an
individual basis.
For design of footing foundations bearing on acceptable newly placed and compacted fill
soils as outlined above or on the in-situ soils, net allowable total load soil bearing pressures
in the range 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 should include full dead and live loads.
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 12 inches and isolated column foundations
have a minimum width of 24 inches. Trenched foundations or grade beam foundations could
be used in cohesive materials; however, the choice of fill soils may affect the suitability of
these types of foundations. If used, we recommend trenched foundations have a minimum
width of 12 inches and formed grade beam foundations have a minimum width of 8 inches.
No unusual problems are anticipated in completing the excavations required for construction
of the footing foundations. Care should be taken during construction to thoroughly evaluate
the foundation bearing materials. Any 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 footing
foundations.
We estimate the long-term settlement of footing foundations designed and constructed as
outlined above would be less than 1 inch.
Interior Floor Slabs
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 7
The natural near surface clay soils would be subject to moisture-induced swelling resulting
in the heaving of slabs-on-grade should those slabs be placed directly on the lean clay soils
at current moisture/density conditions. We expect approximately 3 feet of the native lean
clay soils within interior floor slab areas will need to be removed and replaced with
approved, non-expansive fill or moisture-conditioned native lean clay soils. The depth of
overexcavation for slabs-on-grade can best be evaluated at the time of excavation. Subgrades
and/or fill for floor slab construction would generally be prepared and placed as outlined in
the site development section of this report.
Care should be taken after preparation and development of the floor slab subgrades to
prevent disturbance of the in-place materials. Care will also be needed to maintain the
moisture levels in the subgrades prior to floor slab construction. Materials, which are
loosened or disturbed by construction activities or materials that become wet and softened or
dry and desiccated, should be removed and replaced or reworked prior to placement of the
overlying floor slabs.
Below Grade Areas
We recommend a perimeter drain system be installed around all below grade areas to reduce
the potential for hydrostatic loads on the below grade walls and to help prevent accumulation
of infiltration water in below grade areas. In general, a perimeter drain system should
consist of perforated metal or plastic pipe placed at the foundation bearing level around the
exterior perimeter of the structure. The drainpipe should be surrounded by a minimum of 6
inches of appropriately sized granular filter material. A filter fabric to help reduce the
potential infiltration of fines should surround the drain system. The drain-line should be
sloped to provide positive gravity drainage of water to a sump area or gravity out fall so that
reverse flow cannot occur back into the system. Caution should be taken during backfill
operations so that damage and/or disturbance to the drain system does not occur.
Foundation Walls
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 8
Backfill placed adjacent to the below grade walls should consist of approved, low-volume
change soils that are free from organic matter and debris. The on-site lean clay soils could
be used as fill in this area. If free draining granular soils are used as backfill adjacent to the
below grade areas, we recommend the top 2 feet of material be an essentially cohesive
material to reduce surface infiltration in the backfill. The backfill soils should be placed in
loose lifts not to exceed 9 inches thick, and compacted to be within the range of 94% to 98%
of the material's maximum dry density and moisture conditioned to be within the range –1%
to +3% of optimum moisture, as determined in accordance with ASTM D-698, the standard
Proctor procedure. Care should be taken in placing and compacting the wall backfill to
avoid placing undue lateral stress on the below grade walls. We recommend compaction
using light mechanical or hand compaction equipment.
For design of below grade walls where appropriate steps have been taken to eliminate
hydrostatic loads, we recommend using an equivalent fluid pressure of 40 pcf. The
recommended design equivalent fluid pressure is based on an active stress distribution case
where slight rotation is expected in the below grade walls. The rotation commonly estimated
for active stress distribution results in deflection of the wall of approximately 0.5% times the
height of the wall. That deflection may result in stress cracks on the interior of the basement
walls, particularly near the center of spans between corners or other restrained points. The
recommended equivalent fluid pressure does not include an allowance for hydrostatic loads
nor does it include a factor of safety. Surcharge loads placed adjacent to below grade walls
or point loads placed in the wall backfill may add to the lateral pressures of below grade
walls.
Surface Drainage
Positive surface drainage should be developed away from the structures to reduce potential
infiltration of surface water into the foundation wall bearing soils and/or backfill, which
could result in increased earth pressures exerted against the foundation wall and possibly
differential foundation and floor slab movement. The ground surface surrounding each
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 9
structure should slope away in all directions at a minimum of 1 inch per foot for at least 10
feet. Care should be taken in planning of landscaping adjacent to the residence to avoid
features which would pond water adjacent to the foundation walls.
Exterior Slab and Pavement Subgrades
The natural clay soils could support the exterior slabs-on-grade and site pavements;
however, due to the expansive potential of the natural lean clay soils, some movement of
flatwork and pavements could occur and should be expected. As a minimum, we
recommend exterior slab and pavement subgrades be scarified, moisture conditioned and
recompacted as outlined in the site development section. To further reduce the potential for
post-construction movement, overexcavation and backfilling could be completed. Based on
City of Fort Collins standards, we expect some overexcavation would be required in
pavement areas.
Care should be taken after preparation and development of the exterior slab and pavement
subgrades to prevent disturbance of the in-place materials. Care will also be needed to
maintain the moisture levels in the subgrades prior to floor slab and pavement construction.
Materials that are loosened or disturbed by construction activities or materials that become
wet and softened or dry and desiccated, should be removed and replaced or reworked prior to
placement of the overlying floor slabs.
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 10
Pavements
Pavements for the development are expected to be residential local streets carrying low
volumes of light vehicles with occasional heavy truck traffic. In accordance with City of
Fort Collins standards, the exploration for the streets cannot be completed until water and
sewer lines have been completed in the right-of-way and subgrades cut to approximate final
grade. The minimum section acceptable for City of Fort Collins streets is 3½ inches of hot
bituminous pavement over 6 inches of aggregate base.
Some areas of expansive soils were observed near the surface at the boring locations. We
expect some swell mitigation techniques such as overexcavation may be necessary in some
areas. In addition, if low-swell subgrades are developed through overexcavation, moisture
conditioning and backfilling, slight pumping of the subgrades may be observed. Fly ash
stabilization may be necessary if excessive pumping is observed in pavement areas.
We would be pleased to develop more specific pavement recommendations based on
projected traffic volumes by others. Heavier pavement sections would be needed in areas of
higher or heavier traffic loads.
The hot bituminous pavement should be consistent with City of Fort Collins requirements for
S or SX materials. The aggregate base should be consistent with city requirements for Class
5 or Class 6 base.
GENERAL COMMENTS
The analysis and preliminary 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.
Earth Engineering Consultants, Inc.
EEC Project No. 1022131
August 8, 2002
Page 11
It is recommended that the geotechnical engineer be retained to review the plans and
specifications so that 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 Nebarado Construction 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
modified or verified in writing by the geotechnical engineer.
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-1
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff 3
with calcareous deposits _ _
4
_ _
CS 5 16 *9000+ 11.3 116.6
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 12 *9000+ 14.2
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 10 *9000+ 14.5
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-2
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
light brown _ _
stiff CS 3 20 *9000+ 8.8 111.6 30 17 57.9 3500 psf 3.0%
with calcareous deposits _ _
4
_ _
SS 5 17 *9000+ 8.2
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 13 *9000+ 12.0
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 21 *9000+ 11.0
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-3
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
dark brown _ _
stiff 3
_ _
4
_ _
SS 5 12 *9000+ 12.0
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CS 10 14 *9000+ 13.6 116.2 32 19 116.2 2500 psf 1.8%
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 12 *9000+ 14.0
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-4
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff 3
_ _
4
_ _
CS 5 13 *9000+ 12.3 115.6
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 11 *9000+ 12.3
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 8 *9000+ 15.6
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-5
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff CS 3 22 *9000+ 8.2 110.0 31 17 61.1 1600 psf 1.6%
_ _
4
_ _
SS 5 18 *9000+ 9.2
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 12 *9000+ 13.6
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 11 *9000+ 14.9
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-6
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff 3
_ _
4
_ _
SS 5 11 *9000+ 10.0
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CS 10 15 *9000+ 12.9 114.4 34 18 64.3 1600 psf 1.2%
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 14 *9000+ 15.6
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-7
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
light brown _ _
stiff 3
with calcareous deposits _ _
4
_ _
CS 5 17 *9000+ 10.7 109.9
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 13 *9000+ 10.9
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 13 *9000+ 13.9 113.4
BOTTOM OF BORING 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-8
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
olive brown _ _
stiff CS 3 26 *9000+ 8.8 113.8
with calcareous deposits _ _
4
_ _
brown color change with depth SS 5 18 *9000+ 9.7
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 16 *9000+ 11.4
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 16 *9000+ 14.3
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-9
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff 3
with calcareous deposits _ _
4
_ _
CS 5 17 *9000+ 9.8 112.8 34 20 65.8 4000 psf 3.3%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 18 *9000+ 10.4
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 8 *9000+ 14.8
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-10
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
olive brown _ _
stiff CS 3 23 *9000+ 8.2 106.7 32 18 61.9 1800 psf 2.4%
_ _
4
_ _
brown color change with depth SS 5 22 *9000+ 9.8
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CS 10 16 *9000+ 12.7 114.3
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 11 *9000+ 14.9
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-11
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff 3
with calcareous deposits _ _
4
_ _
SS 5 16 *9000+ 10.1
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 12 *9000+ 10.5
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 19 *9000+ 14.6 112.5
BOTTOM OF BORING 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-12
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff 3
_ _
4
_ _
SS 5 9 *4000 7.2
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CS 10 16 *9000+ 9.4 114.0 30 17 59.1 2200 psf 1.8%
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 14 *9000+ 13.7
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
STORYBOOK FILING II
FORT COLLINS, COLORADO
PROJECT NO: 1022131 DATE: JULY 2002
LOG OF BORING B-13
RIG TYPE: CME 45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 7/18/2002 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 7/18/2002 AFTER DRILLING N/A
SPT HAMMER: Manual SURFACE ELEV N/A 24 HOUR N/A
D N QU MC DD A-LIMITS -200 SWELL
SOIL DESCRIPTION TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
0-6" Topsoil and Vegetation _ _
1
_ _
SANDY LEAN CLAY (CL) 2
brown _ _
stiff 3
with calcareous deposits _ _
4
_ _
CS 5 21 *9000+ 9.1 114.3
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 18 *9000+ 10.5
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 15 *9000+ 12.5
_ _
BOTTOM OF BORING 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-2, S-1 @ 2-3'
Liquid Limit: 30 Plasticity Index: 17 % Passing #200: 57.9%
Beginning Moisture: 8.5% Dry Density: 111.6 pcf Ending Moisture: 17.9%
Swell Pressure: 3500 psf % Swell @ 500 psf: 3.0%
0
2
4
6
8
10
nt Movement
Swell
Project: Storybook - 2nd Filing
Fort Collins, Colorado
Project Number: 1022131
Date: August 2002
-10
-8
-6
-4
-2
0
0.01 0.1 1 10
Percent Move
Load (TSF)
Water Added
Consolidation
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-3, S-2 @ 9-10'
Liquid Limit: 32 Plasticity Index: 19 % Passing #200: 67.7%
Beginning Moisture: 12.9% Dry Density: 116.2 pcf Ending Moisture: 16.7%
Swell Pressure: 2500 psf % Swell @ 500 psf: 1.8%
0
2
4
6
8
10
nt Movement
Swell
Project: Storybook - 2nd Filing
Fort Collins, Colorado
Project Number: 1022131
Date: August 2002
-10
-8
-6
-4
-2
0
0.01 0.1 1 10
Percent Move
Load (TSF)
Water Added
Consolidation
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-5, S-1 @ 2-3'
Liquid Limit: 31 Plasticity Index: 17 % Passing #200: 61.1%
Beginning Moisture: 8.0% Dry Density: 110.0 pcf Ending Moisture: 21.2%
Swell Pressure: 1600 psf % Swell @ 500 psf: 1.6%
0
2
4
6
8
10
nt Movement
Swell
Project: Storybook - 2nd Filing
Fort Collins, Colorado
Project Number: 1022131
Date: August 2002
-10
-8
-6
-4
-2
0
0.01 0.1 1 10
Percent Move
Load (TSF)
Water Added
Consolidation
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-6, S-2 @ 9-10'
Liquid Limit: 34 Plasticity Index: 18 % Passing #200: 64.3%
Beginning Moisture: 12.6% Dry Density: 114.4 pcf Ending Moisture: 16.8%
Swell Pressure: 1600 psf % Swell @ 500 psf: 1.2%
0
2
4
6
8
10
nt Movement
Swell
Project: Storybook - 2nd Filing
Fort Collins, Colorado
Project Number: 1022131
Date: August 2002
-10
-8
-6
-4
-2
0
0.01 0.1 1 10
Percent Move
Load (TSF)
Water Added
Consolidation
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-9, S-1 @ 4-5'
Liquid Limit: 34 Plasticity Index: 20 % Passing #200: 65.8%
Beginning Moisture: 9.6% Dry Density: 112.8 pcf Ending Moisture: 20.2%
Swell Pressure: 4000 psf % Swell @ 500 psf: 3.3%
0
2
4
6
8
10
nt Movement
Swell
Project: Storybook - 2nd Filing
Fort Collins, Colorado
Project Number: 1022131
Date: August 2002
-10
-8
-6
-4
-2
0
0.01 0.1 1 10
Percent Move
Load (TSF)
Water Added
Consolidation
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-10, S-1 @ 2-3'
Liquid Limit: 32 Plasticity Index: 18 % Passing #200: 61.9%
Beginning Moisture: 8.1% Dry Density: 106.7 pcf Ending Moisture: 20.7%
Swell Pressure: 1800 psf % Swell @ 500 psf: 2.4%
0
2
4
6
8
10
nt Movement
Swell
Project: Storybook - 2nd Filing
Fort Collins, Colorado
Project Number: 1022131
Date: August 2002
-10
-8
-6
-4
-2
0
0.01 0.1 1 10
Percent Move
Load (TSF)
Water Added
Consolidation
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-12, S-2 @ 9-10'
Liquid Limit: 30 Plasticity Index: 17 % Passing #200: 59.1%
Beginning Moisture: 9.3% Dry Density: 114.0 pcf Ending Moisture: 16.3%
Swell Pressure: 2200 psf % Swell @ 500 psf: 1.8%
0
2
4
6
8
10
nt Movement
Swell
Project: Storybook - 2nd Filing
Fort Collins, Colorado
Project Number: 1022131
Date: August 2002
-10
-8
-6
-4
-2
0
0.01 0.1 1 10
Percent Move
Load (TSF)
Water Added
Consolidation
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants
Earth Engineering Consultants