HomeMy WebLinkAboutHARMONY MARKET PUD, 12TH FILING - PRELIMINARY & FINAL - 54-87AG - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTSUBSURFACE EXPLORATION REPORT
!ROPOSED HARMONY MARKET BUILDING
HARMONY MARKET 12TH FILING
FORT COLLINS, COLORADO
EEC PROJECT NO. 1962005
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EARTH ENGINEERING
CONSULTANTS, INC.
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February 13, 1996
Bogaard Construction, Inc.
5006 Bluestein Court
Fort Collins, Colorado 80-1525
Attn: Mr. Chip Bogaard
Re: Subsurface Exploration Report
Proposed Harmony Market Building
Harmony Market l2th Filing
Fort Collins. Colorado
EEC Project No. 1962005
Mr. Bogaard:
EARTH ENGINEERING
CONSULTANTS, INC.
Enclosed, herewith, are the results of the subsurface exploration you requested for the referenced
project. In summary, the subsurface materials encountered in the test borings consisted of low
plasticity moderately cohesive materials overlying granular and essentially granular soils. In our
opinion, these soils could be used for direct support of the proposed lightly loaded structure on
conventional footing foundations. Although the top 12 inches of the site material appeared to be fill
soils, we anticipate those materials could be used for direct support of floor slabs and pavements for
the proposed construction. Close observation and testing will be necessary during construction to
see that unacceptable near surface materials are not present beneath the floor slabs or pavement.
Geotechnical recommendations concerning design and construction of foundations and support of
floor slabs and pavements are presented in the text of the attached report.
We appreciate the opportunity to be of service to you on this project. If you have ally questions
concerning the enclosed report, or if we can be of further service to you in any other way, please- do
not Hesitate to contact us.
Very truly yours,
Earth Engineering Consultants, Inc.
;Lester L. Litton, P.E.
Principal Engineer
Revi
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M ,p�jpM1OGeAf' `.
Curtiss L. Palin, P.E.
Principal Engineer
Centre For Advanced Technology
2301 Research Boulevard, Suite 104
Fort Collins, CO 80526
(870) 224-1522 FAX 224-4564
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SUBSURFACE EXPLORATION REPORT
PROPOSED HARMONY MARKET BUILDING
41,
HARMONY MARKET 12TH FILING
FORT COLLINS, COLORADO
®;
EEC PROJECT NO. 1962005
February 13, 1996
INTRODUCTION
The subsurface exploration for the proposed Harmony Market building at the Harmony Market
12th Filing site in Fort Collins; Colorado, has been completed. Two (2) soil borings extending
to depths of approximately 15 feet below present ground surface were advanced in the vicinity of
the proposed structure to develop information on existing subsurface conditions with regard to
support of foundations and floor slabs. Two (2) additional borings were advanced to depths of
approximately 5 feet in proposed parking and drive areas to develop information on existing
subsurface conditions relative to support of the proposed site pavements. Individual boring logs
and a diagram indicating the approximate boring locations are included with this report.
We understand the Harmony Market building will be a single -story, slab -on grade retail building.
Foundation loads for the proposed steel frame structure will be light with continuous wall loads
less than 3 kips per lineal foot and column loads less than 50 kips. Floor loads will be light, less
than 100 psf. Paved drive and parking areas will be constructed to the south of the new building.
It is expected those parking and drive areas will be used predominately by automobiles and light
trucks. Cuts and fills less than 2 feet are expected to develop site grades for the proposed
improvements
® 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 foundations and support of floor slabs and pavements.
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Earth Engineering Consultants, Inc.
EEC Project No. 1962005
February 13, 1996
Page ,
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and established in the field by representatives of Earth
Engineerina Consultants, Inc. (EEC). The field locations were established by pacing and
estimating angles from the references indicated on the attached boring location diagram. The
locations of the borings should be considered accurate only to the degree implied by the methods
used to make the field measurements.
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 and samples of the subsurface materials encountered
were obtained using split -barrel sampling techniques in general accordance with ASTM
Specifications D-1586. In the split -barrel sampling procedure, a standard 2-inch O.D. split -barrel
sampling spoon is 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 split barrel sampler 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. 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 representative portions of each of the recovered
samples. In addition, Atterberg limits and washed sieve analysis tests were performed on selected
samples to establish the quantity and plasticity of fines in the subgrade soils. One
swell/consolidation test was also completed to determine the potential for selected near surface
materials to change volume with variation in moisture content. Results of the outlined tests are
indicated on the attached boring logs.
fib
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
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EEC Project No. 1962005
February 13, 1996
Page 3
Soil Classification System is shown in the appropriate column on the boring logs and a brief
description of that classification system is included with this report.
SITE AND SUBSURFACE CONDITIONS
The Harmony Market building will be constructed on the 12th Filing lot of the Harmony Market
P.U.D. located south of Harmony Road east of Boardwalk Drive in Fort Collins, Colorado. The
12th Filing is located between the existing Red Robin and Outback Steakhouse restaurants. The
project site is relatively level with slight surface drainage to the south and east. The site gives the
appearance of having had at least some surface grading. The site cover at the time of drilling was
sparse vegetation and zones of apparent fill. Evidence of prior building construction was not
observed at the time of drilling by EEC field personnel.
An EEC field engineer was on site during drilling to supervise the drilling activities and evaluate
the samples recovered. Field logs prepared by EEC site personnel were based on visual and
tactual observation of disturbed samples and auger cuttings. The boring logs included with this
report may contain modifications to those field logs based on results of laboratory testing and
engineering evaluation. Based on results of the field borings and laboratory testing, subsurface
conditions can be generalized as follows.
One to two feet of apparent fill was encountered at the surface at the boring locations. The
apparent fill soils consisted of brown and light brown silty/sandy lean clay. Occasional gravelly
zones were observed at the ground surface. The lean clay fill was underlain by similar natural
soils. Those soils consisted predominately of tan and light brown lean clay with varying amounts
of silt and sand. Those soils generally contain more sand with depth and extended to depths
ranging from approximately 6 to 8 feet. The moderately cohesive soils were underlain by
essentially granular soils consisting of silty and clayey sands. The essentially granular soils
contain less silt and clay with depth and became coarser with depth. Those materials were
generally medium dense to loose. The building borings terminated at depths ranging from
approximately 13 to 15 feet in the granular and essentially granular soils.
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EEC Project No. 1962005
February 13, 1996
Page 4
The stratification boundaries shown on the boring logs represent the approximate location of
changes in soil types; in -situ, the transition of materials may be gradual and indistinct.
WATER LEVEL OBSERVATION
Observations were made while drilling and after completion of the borings to detect the presence
and depth to the apparent hydrostatic groundwater table. At the time of drilling, no free water
was observed in any of the borings. Based on the lack of free water in the essentially granular
materials encountered with depth, it is our opinion the borings terminated above ground water
levels occurring at the time of drilling., Longer term observations in piezometers or monitoring
wells which are sealed from the influence of surface water would be required to more accurately
evaluate the ground water conditions.
Zones of perched and/or trapped water may be encountered at times throughout the year in more
— permeable zones in the subgrade soils. Perched water has been encountered on other projects
constructed in this general area. The location and amount of perched water and the depth to the
hydrostatic groundwater table can vary over time depending on fluctuations in hydrologic
conditions and other conditions not apparent at the time of this report._
ANALYSIS AND RECOMMENDATIONS
Foundations
Based on results of the field borings and laboratory testing as previously outlined in this report,
it is our opinion the proposed lightly load Harmony Market building could be supported on
conventional footing foundations. We recommend those foundations extend through all existing
site fill materials and bearing in the natural, stiff to very stiff silty lean clay with varying amounts
of sand. For design of footing foundations bearing on the natural, stiff to very stiff essentially
cohesive soils, we recommend using a net allowable total load soil bearing pressure not to exceed
2,500 psf. The net bearing pressure refers the pressure at foundation bearing level in excess of
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EEC Project No. 1962005 Earth Engineering Consultants, Inc.
February 13, 1996
Page 5
the minimum surrounding overburden pressure. Total load implies full dead and live loads.
Although the near surface soils do not show a high expansion potential, we recommend
maintaining dead load on the footings as high as practical to minimize the potential for movement
of those footings with fluctuations in moisture contents of the cohesive soils.
Exterior foundations and foundations in unheated areas should be located a minimum of 30 inches
below adjacent exterior grade to provide frost protection. We recommend formed continuous
footings have a minimum width of 16 inches and isolated column foundations have a minimum
width of 30 inches. Trenched foundations (grade beam foundations) could be used in the near
surface cohesive soils. If used, we recommend those foundations have a minimum width of 12
inches.
I No unusual problems are anticipated in completing the excavations required for construction of
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footing foundations. Care should be taken during excavating to avoid disturbing the foundation
bearing materials. Materials which are loosened or disturbed by the construction activities should
be removed or replaced prior to placement of the foundation concrete. In addition, materials
which are dry and desiccated or wet and softened should be removed and replaced beneath the
foundations.
We estimate the long-term settlement of footing foundations designed and constructed as outlined
above would be less than 3/4 inch.
Floor Slab and Pavement Subgrades
The near surface materials on this project site appear to be recently placed fill soils. From
observation in the test borings, it appears as thought the site had been stripped prior to placement
of those fill soils. However, close observation and testing should be completed during
- construction to see that deleterious materials or debris do not remain in place underneath the floor
slabs and pavements. As a minimum, we recommend proofrolling of the subgrades prior to
placement of the floor slabs or additional fill. Proofrollin should be performed after completing
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cuts to the site grades or prior to placement of fill in areas where filling will occur. Proofrolling
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EEC Project No. 1962005
February 13, 1996
Page 6
should consist of several mutually perpendicular paths over these subgrades with heavy
construction equipment, such as a fully loaded tandem axle dump truck weighing not less than
40,000 pounds, and should be observed by qualifying geotechnical personnel. Soft or loose zones
observed during proofrolling should be removed and replaced or, if possible, densified in place
prior to placement of the additional fill, floor slabs and pavements.
After completing the proofrolling, we reconunend the near surface soils be scarified in place,
adjusted -in moisture content and compacted to at least 95 % of the materials maximum dry density
as determined in accordance with ASTM Specification D-698, the standard Proctor procedure.
The moisture content of the near surface cohesive soils should be adjusted to be within the range
of ±2% of standard Proctor optimum moisture prior to compaction.
Fill materials required to develop the floor slab or pavement subgrades should consist of
approved, low -volume change materials which are free from organic matter and debris.
Normally, soils with a liquid limit of 40 or less and plasticity index of 18 or less could be used
as low -volume change fill. The near surface sandy lean clays could be used for fill in these
areas. Those fill materials should be placed in loose lifts not to exceed 9 inches thick, adjusted
in moisture content as recommended for the scarified soils and compacted to at lease 95 % of the
material's standard Proctor maximum dry density.
After completion of the floor slab and pavement subgrades, care should be taken to avoid
disturbing the in -place soils. Materials which are loosened or disturbed by the construction
activities or materials which become dry and desiccated or wet and softened should be removed
and replaced prior to placement of overlying fill soils.
Positive drainage should be developed away from the proposed structure and across and away
from the pavement edges to avoid wetting of subgrade or bearing materials. Subgrade or bearing
materials which are allowed to become wetted subsequent to construction could result in
unacceptable performance of the site improvements.
Earth Engineering Consultants, Inc.
EEC Project No. 1962005
February 13, 1996
Page 7
Pavements
We anticipate the traffic on the on -site pavements would generally involve low to moderate
volumes of light vehicles such as automobiles and light trucks. For these conditions, we
recommend the site pavements consisted of 3 inches of hot bituminous pavement overlying a
minimum of 4 inches of high quality aggregate base. Thinner pavement sections could be used
in areas used exclusively for automobile parking and heavier sections should be considered in
areas where heavy truck traffic, such as deliveries or trash trucks, will occur. Consideration
could be given to use of Portland cement concrete pavements in these areas also.
Hot bituminous pavement for use in the parking and drive areas should consist of high quality
plant mix materials compatible with City of Fort Collins requirements for SCI or SCII blends. The
aggregate base should be compatible with Colorado Department of Transportation requirements
for Class 5 or Class 6 base. Those materials should be placed and compacted as recommended
in City of Fort Collins standard street specifications.
The recommended pavement sections are minimums and, as such, periodic maintenance should
be anticipated.
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 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
Earth Engineering Consultants, Inc.
EEC Project No. 1962005
February 13, 1996
Page 8
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 Bogaard Construction, Inc. for specific
application to the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranty, express or implied, is made. In the event that
any changes in the nature, design or location of the project as outlined in this report are planned,
the conclusions and recommendations contained in this report shall not be considered valid unless
the changes are reviewed and the conclusions of this report modified or verified in writing by the
geotechnical engineer.
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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
WC1:
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:
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 Cla stone:
ar
an 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 Conelomerate:
ell _—C—apable—of scratching a knife blade.
Cemented
Cemented Can be scratched with knife.
Poorly Can be broken apart easily with fingers.
Cemented
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UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests'
Group
Symbol
Soil Classification
Group Name"
Coarse -Grained
Gravels more than
Cleans Gravels Less
Soils more than
50% of coarse
than 5% finest
Cu > 4 and I < Cc < 3"
GW
Well -graded gravel'
50% retained on
fraction retained
No. 200 sieve
on No. 4 sieve
Cu < 4 and/or 1 > Cc > 3E
GP
Poorly graded gravel'
Gravels with Fines
Fines classify as ML or MH
GM
Silty gravel, G, H
more than 12%
finesc
Fines classify as CL or CH
GC
Clayey gravel""
Sands 50% or
Clean Sands Less
Cu > 6 and 1 < Cc < 3'
SW
Well -graded sand'
more of coarse
than 5% fines''
fraction passes
Cu < 6 and/or 1 > Cc > 3"
SP
Poorly graded sand'
No. 4 sieve
Sands with Fides
Fines classify as ML or MH
SM
Silty sand""'
more than 12%
fines"
Fines classify as CL or CH
SC
Clayey sand"'"
Fine -Grained
Silts and Clays
inorganic
PI > 7 and plots on or above "A" line'
CL
Lean clayK.L.M
Soils 50% or
Liquid limit less
More passes the
than 50
PI <4 or plots below "A" line'
ML
SIItK.I..M
No. 200 sieve
organic
Liquid limit - oven dried
Organic clayK'•,M."
< 0.75
OL
Liquid limit - not dried
Organic silt".M.0
Silts and Clays
inorganic
PI plots on or above "A" line
CH
Fat clayK.L.M
Liquid limit 50 or
More
PI lots below "A" line
MH
Elastic SiltKI.M
organic
Liquid limit - oven dried
Organic clayK.(..M.P
< 0.75
OH
Liquid limit - not dried
Organic siltK.L.M Q
Highly organic soils
'Rased on the material passing the 3-in. (75-
nim) sieve
"If field sample contained cobbles or boulders,
or both, add "with cobbles or boulders, or both"
to group name.
'Gravels with 5 to 12% files require dual
symbols:
GW-GM well -graded gravel with silt
GW-GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly graded gravel with clay
"Sands with 5 to 12% fines require dual
symbols:
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
5C
Primarily organic matter, dark in color, and organic odor
'
$Cu..DOlD10 Cc. (D '01
D10XD,
'If soil contains > 15% sand, add "with sand" to
group name.
"If fines classify as CL-ML, use dual symbol
GC -CM, or SC-SM.
"If fines are organic, add "with organic fines"
to roup name.
'If soil contains > 15% gravel, add "with
gravel" to group name.
'IfAtterberg limits plot in shaded area, soil is a
CL-ML, silty clay.
PT Peat
KIf soil contains 15 to 29% plus No. 200, add
"with sand" or "with gravel", whichever is
predominant.
'If soil contains > 30% plus No. 200
predominantly sand add "sandy" to group
name.
'If soil contains > 30% plus No. 200,
predominantly gravel, add "gravelly" to group
name.
"PI > 4 and plots on or above "A" line.
"PI <4 or plots below "A" line.
"PI plots on or above "A" line.
QPI plots below "A" line.
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HARMONY MARKET 12
FORT COLLINS, COLORADO
PROJECT NO: 1962005 DATE: FEBRUARY 1996
LOG OF BORING B-1
RIG TYPE: CME45
SHEET I OF I
WATER DEPTH
FOREMAN: SH
START DATE
217/96
WHILE DRILLING
None
AUGER TYPE: 4" CFA
FINISH DATE
2/7t96
AFTER DRILLING
None
SPT HAMMER: MANUAL
SURFACE ELEV
NIA
24 HOUR
NIA
SOIL DESCRIPTION
FIFE
D
(FEET)
N
(BLOWS/FT)
ou
JPSF)
Mc
DD
(PCF)
A -LIMITS
-200
(%),
SWELL
LL
Pi
PRESSURE
% 5 0 0 PS F
SILTY SANDY CLAY (APPARENT FILL)
brown
1
2
3
4
5
FINE SANDY SILT (ML)
white
SAM to Very sti,ff.
Ess
28
1
11.7
None
<500 psi
SITLY SAND WITH GRAVEL.(SM)
tan S LS
medium dense
SS
28
11.0
6
7
8
9
10
9
17000
7.3
SILTY FINE SAND (SM)
red/brown
loose to medium dense
11
12
13
14
Is
SANDY CLAY (CL)
brown
soft
SS
6
1 <*1000
25.3 1
1
1
16
17
16
19
20
BOTTOM OF BORING 15 1/2'
21
22
23
24
_25-
:A
HARMONY MARKET 12
FORT COLLINS, COLORADO
PROJECT N0`1962005 DATE: FEBRUARY 1996
LOG OF BORING B-2
RIG:TYPE- CME45
SHEET 1 OF 1
WATER DEPTH
-,FOREMAN:SH
START DATE
2/7196
WHILE DRILLING
None
AUGER TYPE- 4" CFA
FINISH DATE
2[7196
AFTER DRILLING
None
SPT HAMMER: MANUAL
SURFACE ELEV
N/A
24 HOUR
SOIL DESCRIPTION
D
N
ou
Mc
DD
A -LIMITS
.200
SWELL
LL
PI
PRESSURE
R.500 PSF
FIP.
(FEET)_
JIBLOWSIFT)
(PSF)
(%)
(PCF)
I%)
SILTY SANDY CLAY (APPARENT FILL)
brown
1
2
CLAYEY SAND WITH GRAVEL (SC)
tan
3
loose to meidurn dense
9
*9000+
8.4
SS
4
6
6
7
SS
8
13
*8000
12.9
SITLY CLAYEY FINE SAND (sm/sc)
9
red/brown
loose to medium dense
10
11
12
SS
13
14J15
11
12.0
BOTTOM OF BORING 13 1/2'
16
17
18
19
20
21
22
23
24
25
I�
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HARMONY MARKET 12
FORT COLLINS, COLORADO
PROJECT NO,1962005 DATE. FEBRUARY1996
LOG-OF_BORING B-3_
RIG TYPE: CME45
SHEET 1 OF 1
WATER DEPTH
FOREMAN: SH
START DATE _
2/7/96
WHILE DRILLING -
None
AUGER TYPE: 4" CFA
FINISH DATE
2/7196
AFTER DRILLING
None
SPT HAMMER: MANUAL
SURFACE ELEV
NIA
24 HOUR
N/A
SOIL DESCRIPTION
D
N
OU
MC
DO
A -LIMITS
-200
SWELL
LL
PI
PRESSURE
% S00 PSF
TYPE
(FEET)
(BLOWS/FT)
- (PSF)
(S)
(PCF)
(%)
SILTY SANDY CLAY (APPARENT FILL)
_
brown
1
2
_
SILTY CLAY WITH GRAVEL (CL)
22
*9000+
9.2
brown/tan
SS
3
stiff
4
SILTY CLAYEY SAND AND GRAVEL (SM/SC)
_
red/tan
5
_
loose to moderately dense
11
6.8
SS
6
7
BOTTOM OF BORING 6 1/Y
8
9
10
11
12
13
14
15
16,
17
18
19
20
21
22
23
24
25
HARMONY MARKET 12
FORT COLLINS, COLORADO
PROJECT NO:1962005 DATE: FEBRUARY1996
LOG OF BORING B-4
RIG TYPE: CME45
SHEET 1 OF 1
WATER DEPTH
FOREMAN: SH
START DATE
2/7/96
WHILE DRILLING
None
AUGER TYPE; 4" CFA
FINISH DATE
217/96
AFTER.DRILLING.
None
SPT HAMMER: MANUAL
SURFACE ELEV
NIA
24 HOUR
NIA
SOIL DESCRIPTION
D
N
QU
MC
DD
A -LIMITS
-200
SWELL
LL
PI
PRESSURE
k @ 500 PSF
TYPE
(FEET)
(BLOWS/FT).
_- _ (PSF)_
(S)
_.
(PCF)
1161
SILTY SANDY CLAY (APPARENT FILL)
_
brown
1
2
3
SILTY FINE SAND WITH SS
19
8:7
GRAVEL (SM)
_
tan
4
moderately dense
5
5
5.8
SS
6
7
BOTTOM OF BORING 6 1/2'
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
so Earth Engineering Consultants