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EARTH ENGINEERING
CONSULTANTS, INC.
November 13, 1998
Del Camino Junction Development, Inc.
1750 6`h Avenue
Greeley, Colorado 80631
Attn: Mr. John Coppom
Re: Subsurface Exploration Report
Del Camino Business Park
Weld County, Colorado
EEC Project No. 1982110
Mr. Coppom:
Enclosed, herewith, are the results of the geotechnical subsurface exploration you requested for the
referenced project. In summary,the subsurface soils encountered at the site consisted of stiff to very
stiff lean clay with varying amounts of silt and sand underlain by medium dense to dense granular
and essentially granular soils. The low plasticity cohesive soils extended to depths of 2 to 6 feet
below present site grades. Based on materials observed at the boring locations, it is our opinion the
anticipated lightly loaded structures could be supported on conventional footing foundations bearing
in the near surface cohesive and granular soils. The near surface cohesive soils showed low potential
for volume change with variation in soil moisture content. It is our opinion those soils can be used
for direct support of slab-on-grade floors and site pavements. Preliminary geotechnical
recommendations concerning design and construction of foundations and support of floor slabs and
pavements are presented in the text of the attached report.
CENTRE FOR ADVANCED TECHNOLOGY
2301 RESEARCH BOULEVARD, SUITE 104
FORT COLLINS, COLORADO 60526
(970) 224-1522 (FAx) 224-4564 990710
Earth Engineering Consultants,Inc.
EEC. Project No. 1982110
November 13, 1998
Page 2
We appreciate the opportunity to be of service to you on this project. If you have any 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.
iciaA Jam. Cod` ri
v.pt
Michael J. Coley, E.I.T.
Project Engineer
Reviewed���ilouauma,,,,�se 23 �L
Lester L. Litton, P.E.
Principal Engineer
MJC/LLL/dmf
cc: Gary Tuttle - Tuttle Applegate, Inc.
SUBSURFACE EXPLORATION REPORT
DEL CAMINO BUSINESS PARK
WELD COUNTY, COLORADO
EEC PROJECT NO. 1982110
November 13, 1998
INTRODUCTION
The geotechnical subsurface exploration for the Del Camino Business Park in Weld County,
Colorado, has been completed. Twelve (12) soil borings extending to depths of approximately 15
feet below present site grades were advanced within the 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. Additional borings were advanced along the east
Interstate 25 frontage road and Weld County road 24'1 to develop subsurface information regarding
pavement designs for the proposed improvement of those roadways. The logs of those borings with
the associated laboratory results and pavements recommendations have been reported under separate
cover.
The Del Camino Business Park will be constructed at the northeast corner of the intersection of the
east Interstate 25 frontage road and Weld County Road 24 (Colorado State Highway 119) in Weld
County, Colorado. Specific building designs were not completed at the time of this exploration;
however, we anticipate the site structures will include one and two-story office or retail structures
with light foundation and floor slab loads. Site access streets as well as paved drive and parking
areas will be developed along with installation of site utilities. 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 geotechnical recommendations concerning the
proposed site development and preliminary geotechnical recommendations concerning building
foundation and floor slab support.
Earth Engineering Consultants, Inc.
EEC Project No. 1982110
November 13, 1998
Page 2
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and established in the field by representatives of Earth
Engineering Consultants, Inc. The boring locations were established in the field by pacing and
estimating angles from identifiable site references. The boring locations 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, Diedrich D-50 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 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. In the California barrel sampling procedure, relatively
undisturbed samples of the subgrade materials 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 completed on all recovered samples. In addition, the unconfined
strength of appropriate samples was estimated using a calibrated hand penetrometer. The quantity
and plasticity of fines were evaluated in selected samples using washed sieve analysis and Atterberg
limits tests. A particle grain size analysis was performed on one of the essentially granular soil
samples. Swell/consolidation testing was completed on selected samples to evaluate the soil'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
Earth Engineering Consultants, Inc.
EEC Project No. 1982110
November 13, 1998
Page 3
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 Del Camino Business Park will be located immediately east of the east Interstate 25 frontage
road and north of Weld County Road 24 (Colorado State Highway 119) in Weld County, Colorado.
The project site is presently an open field. Site drainage is generally to the east with a difference in
ground surface elevations across the site on the order 5 feet. Evidence of prior building construction
was not observed on the site by EEC field personnel though there is presently a temporary dirt
roadway across the site which serves as access to the gravel pit to the east of the site. Gravel mining
operations are currently being conducted to the east and north of this site.
An EEC field engineer was on site during drilling to evaluate the subsurface conditions encountered
and direct the drilling activities. Field logs prepared by EEC site personnel were based on visual and
tactual observation of disturbed samples and auger cuttings. Final boring logs included with this
report may contain modifications to those field logs based on results of laboratory testing and
evaluation. Based on the results of the field borings and laboratory testing, subsurface conditions
can be generalized as follows.
Approximately 6 to 9 inches of vegetation and/or topsoil was encountered at the ground surface at
the boring locations. In all but two of the borings, the topsoil/vegetation was underlain by brown
lean clay with varying amounts of silt and sand. The lean clay had consistencies of stiff to very stiff
although occasional softer zones were observed. The cohesive soils were slightly plastic and showed
low potential for swelling with increased moisture content. The site cohesive soils extended to
depths of approximately 2 to 6 feet in the borings.
The near surface cohesive soils were underlain by granular and essentially granular soils consisting
of coarse sand and gravel with varying amounts of silt, clay and fine sand. At boring locations B-12
Earth Engineering Consultants, Inc.
EEC Project No. 1982110
November 13, 1998
Page 4
and B-I5, the topsoil was underlain by sand with varying amounts of silt and clay. The granular and
essentially granular soils were generally colored brown with some zones of rust color and exhibited
relative densities in the range of medium dense to very dense, with one loose zone observed in
boring B-10. The granular and essentially granular soils extended to the bottom of the borings at
depths of approximately 15 feet below present site grades.
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.
WATER LEVEL OBSERVATIONS
Groundwater was observed in all borings at depths ranging from approximately 4 feet to 9 feet below
present site grades. The groundwater levels were generally shallower along the western and southern
portions of the site. Adjacent to the site both to the north and to the east are gravel pits that appeared
to be running dewatering pumps. These dewatering operations would have affected the groundwater
levels on the site. Once these gravel pit operations cease and the de-watering pumps are removed,
the groundwater levels on the site will most likely rise.
Fluctuations in groundwater levels can occur over time depending on variations in hydrologic
conditions and other conditions not apparent at the time of this report. In addition, zones of perched
and/or trapped water may be encountered in more permeable zones within the subgrade soils at times
throughout the year. Perched water is commonly encountered in soils immediately overlying less
permeable highly weathered bedrock. The location and amount of perched and/or trapped water can
also vary over time depending on variations in hydrologic conditions and other conditions not
apparent at the time of this report.
Earth Engineering Consultants, Inc.
EEC Project No. 1982110
November 13, 1998
Page 5
ANALYSIS AND RECOMMENDATIONS
Foundations
Based on the materials observed at the test boring locations, it is our opinion that conventional
footing foundations could be used for support of lightly loaded commercial or retail structures on
the site. We recommend those foundations extend through all existing topsoil and/or vegetation to
bear in the natural, stiff to very stiff sandy lean clay or medium dense to dense essentially granular
soils. A net allowable total load bearing pressure of 3,000 psf could be used for sizing footing
foundations bearing in the natural stiff to very stiff cohesive soils or medium dense essentially
granular soils. 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.
Lower bearing pressures may be appropriate for the portions of the site where zones of soft material
were encountered near the surface. Higher bearing pressures may be appropriate for foundations
bearing on dense to very dense granular materials. We do not expect that a minimum dead load
pressure would be required in the low swell potential materials.
Exterior foundations and foundations in unheated areas should be located a minimum of 30 inches
below final adjacent exterior grade to provide frost protection. Minimum footing widths may vary
with the anticipated loads and expected type of construction. The total estimated settlement may
also vary with the foundation design; however, is anticipated to be small for lightly loaded
structures supported on conventional footings.
Subgrade Preparation
All existing vegetation and/or topsoil should be removed from beneath the floor slabs, pavements
or other slabs-on-grade. After stripping and completing all cuts and prior to placement of any fill,
Earth Engineering Consultants, Inc.
EEC Project No. 1982110
November 13, 1998
Page 6
floor slabs or pavements, we recommend the in-place soils be scarified to a minimum depth of 9
inches, adjusted in moisture content and compacted to at least 95% of the material's maximum
dry density as determined in accordance with ASTM Specification 13-698, the standard Proctor
procedure. The moisture content of the scarified soils should be adjusted to be within the range
of±2% of standard Proctor optimum moisture.
Fill soils 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. Based on testing
completed as a part of this project, it is our opinion the near surface sandy lean clay or essentially
granular soils could be used as fill beneath the floor slabs or pavements. The fill materials should
be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as outlined for
the scarified soils and compacted to at least 95% of standard Proctor maximum dry density.
Care should be taken after preparation of the subgrades to avoid disturbing the subgrade materials.
Materials which are loosened or disturbed by the construction activities or materials which become
dry and desiccated or wet and softened should be removed and replaced prior to placement of the
overlying floor slabs or pavements. The near surface soils may be subject to strength loss and
instability when wetted.
Positive drainage should be developed away from the proposed structures to avoid wetting the
subgrades and bearing materials. Subgrades and bearing soils allowed to become wetted
subsequent to construction can result in unacceptable performance.
Pavement Subgrade/Pavements
We estimate the R-value of the on-site cohesive subgrade soils would be approximately 10. We
anticipate traffic on the site driveway parking lot would consist of low volumes of light vehicles
including automobiles and light trucks.
Earth Engineering Consultants, Inc.
EEC Project No. 1982110
November 13, 1998
Page 7
Based on anticipated subgrade and traffic conditions, we recommend the pavement section for the
site roadways consist of 3 inches of hot bituminous pavement overlying 6 inches of aggregate
base. The hot bituminous pavement should be compatible with Colorado Department of
Transportation (CDOT) requirements for grading C or CX. Aggregate base should be consistent
with CDOT requirements for Class 5 or Class 6 base.
An alternate pavement section may consist of 2.5 inches of hot bituminous pavement (grading C
or CX) overlying 3 inches of "black base" (grading G). Roadways with heavier traffic volumes
or use by heavier vehicles may require thicker pavement sections.
Positive drainage should be developed across the pavements and away from the pavement edges
to avoid wetting the pavement subgrades. Subgrades allowed to become wetted subsequent to
construction can result in premature failure of the pavement section.
Groundwater depth varied from approximately 4 to 9 feet at the time of the field borings. We expect
the groundwater level may rise when dewatering is no longer occurring on adjacent properties. As
a result, we recommend that no basements be constructed at this site.
Other Considerations
Due to the relatively high groundwater and silty, sandy near surface soils at this site, we anticipate
that there may be potential for frost heave beneath the site roadways or exterior flatwork.
Elimination of the frost heave potential would require overexcavation below the pavement and
flatwork areas. We would be pleased to provide specific recommendations, if desired.
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
Earth Engineering Consultants, Inc.
EEC Project No. 1982110
November 13, 1998
Page 8
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
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 Del Camino Junction Development, 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.
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon- 13/8" 1.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 PHYSICAL PROPERTIES OF BEDROCK
Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING:
system and the ASTM Designations D-2488. Coarse Grained Slight Slight decomposition of parent material on
Soils have move than 50% of their dry weight retained on a joints. May be color change.
#200 sieve;they are described as: boulders, cobbles,gravel or Moderate Some decomposition and color change
sand. Fine Grained Soils have less than 50%of their dry weight throughout.
retained on a#200 sieve;they are described as : clays, if they High Rock highly decomposed, may be extremely
are plastic, and silts if they are slightly plastic or non-plastic. broken.
Major constituents may be added as modifiers and minor HARDNESS AND DEGREE OF CEMENTATION:
constituents may be added according to the relative proportions Limestone and Dolomite:
based on grain size. In addition to gradation, coarse grained Hard Difficult to scratch with knife.
soils are defined on the basis of their relative in-place density Moderately Can be scratched easily with knife.
and fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff(CL); silty Hard Cannot be scratched with fingernail.
sand,trace gravel, medium dense(SM). Soft Can be scratched with fingernail.
CONSISTENCY OF FINE-GRAINED SOILS Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot be
scratched with fingernail.
Unconfined Compressive
Strength, Qu, psf Consistency Moderately Can be scratched with fingernail.
Hard
500 Very Soft Soft Can be easily dented but not molded with
500- 1,000 Soft fingers.
1,001 - 2,000 Medium Sandstone and Conglomerate:
2,001 - 4,000 Stiff Well Lapable of scratching a knife blade.
4,001 - 8,000 Very Stiff Cemented
8,001 - 16,000 Very Hard Cemented Can be scratched with knife.
RELATIVE DENSITY OF COARSE-GRAINED SOILS: Poorly Can be broken apart easily with fingers.
Cemented
N-Blows/ft Relative Density
0-3 Very Loose
4-9 Loose
10-29 E E C
Medium Dense
30-49 Dense
50-80 Very Dense
80+ Extremely Dense
SIDED SOIL CLLASSIDF7[CATION SYSTEM
Soil Classification
Group Group Name
Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Symbol
Coarse—Grained Gravels more than Clean Gravels Less
Soils more than 50% of coarse than 5% fines Cu>4 and <Gc<3` GW Well—graded gravel`
50% retained on fraction retained
No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3` GP Poorly—graded gravel`
Gravels with Fines Fines classify as ML or MH GM Silty gravel, G,H
more than 12%
fines Fines classify as CL or CH GC Clayey Gravel""
Sands 50% or Clean Sands Less Cu>6 and 1<Gc<3` SW Well—graded sand'
more coarse than 5% fines
`
fraction passes Cu<6 and/or 1>Cc>3 SP Poorly—graded sand'
No. 4 sieve
Sands with Fines Fines classify os 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 "Aline') CL Lean clay"'`"
Soils 50% or Liquid Limit less
more passes the than 50 PI<4 or plots below "Alined ML Silt"'`"
No. 200 sieve
organic Liquid Limit — oven dried Organic clay",k"N
<0.75 OL
Liquid Limit — not dried Organic silt K.1."
Silts and Clays inorganic PI plots on or above "A"Line CH Fat cloy wx'm
Liquid Limit 50 or
more PI plots below "A"Line MH Elastic SiltC".1
organic Liquid Limit — oven dried Organic clay1.1.1"
<0.75 OH
Liquid Limit — not dried Organic silteLes
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
"Dosed on the material passing the 3-'in (75— (03a) if soil contains 15 to 29%plus No. 200, add
mm) sieve `Cu=Dfi°/0,Cc= D x D with sand" or 'with gravel', whichever is
°If field sample contained cobbles or boulders, predominant.
or both, odd "with cobbles or boulders, or both' 4f soil contains 2 30" plus No. 200
to group name. "If soil contains 215% sand, add"with sand"to predominantly sand, add "sandy to group
°Gravels with 5 to 12% lines required dual group name. name.
symbols: elf fines classify as CL-ML, use dual symbol "If soil contains 2 30% plus No. 200
ow-CM well graded gravel with silt GC-CM, or SC-SM, predominantly gravel, add "gravely" to group
GW-GC well-graded grovel with clay 'If fines are organic, add"with organic fines'to name.
GP-CM poorly-graded grovel with silt "P124 and plots on or above "A" line.
group name °P.54 or plots below "A" line.
GP-GC poorly-graded grovel with cloy 'it soil contains >15%gravel, odd"with gravel"
°Sands with 5 to 12% fines require dual o name. oI plots below "A" line.
' plots on or above "A" line.
t
symbols'. -0f At terrberg limits plots shaded area, soil is o P
5W-SM well-graded sand with silt CL-ML, cilty clay.
SW-SC well-graded sand with cloy
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
50. . ". _.
For Classification of fine-grained mils •
and fine-groned fraction of course- I •
"
grained soils
.
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50 50 70 80 90 100
LIQUID LIMIT (LL)
/ / - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
B-1 0/ Bea B-10 I
0
P-9.0? 88 7.0' B_9
5.5' 0
I - -
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P-3 ,p '
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I 8.5' 0 (
a
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8.0' I___ ____:IilIIIIIII:
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8-4 1 8 —
05
Frontage Road — — — — — — —
X
Interstate 25
V
N
NOT TO SCALE
BORING LOCATION DIAGRAM
Del Camino Business Park — Del Camino, Colorado
PROJECT NO: 1982110 DATE: November 1998
EARTH ENGINEERING CONSULTANTS
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1998
LOG OF BORING B-10
RIG TYPE: DIEDRICH 0.50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/3/98 WHILE DRILLING 7.0'
AUGER TYPE: 4"CFA FINISH DATE 11/3198 AFTER DRILLING 7.0'
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION o N DU MC 00 A-LIMITS 1-200 SWELL
TYPE IFEETI IBLOWSIFT) (PSF) (%) (PCP) LL PI (%) PRESSURE X 500 PSF
6"TOPSOILNEGETATION _ —
1
SANDY LEAN CLAY(CL) _ _
brown 2
moderately stiff to soft _ _
3
4
CS _ _
5 5 5.7
COARSE SAND(SP) _ _
brown 6
loose to medium dense _ _
7
B
_9_
5S 10 35 8.3
I-1
COARSE SAND AND GRAVEL(SP/GP) _ _
brown 12
dense _ _
13
1-4
15
BOTTOM OF BORING 15 0' _ _
16
1-7
1-8
1-9
2-0
21
22
2-3
24
2-5
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1998
LOG OF BORING B-11
RIG TYPE: DIEDRICH D-50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4198 WHILE DRILLING 8.0'
AUGER TYPE: 4"CFA FINISH DATE 11/4/98 AFTER DRILLING 6.0'
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR 6.0'
SOIL DESCRIPTION D N OU MC DD ALMITS I3W SWELL
TYPE (FEET) (BLOWS/F11 (PSF) PS) (PCF) LL PI 1%) PRESSURE %@ 500 PSF
6"TOPSOILNEGETATION _ _
1
SILTY LEAN CLAY WITH SAND(CL) _ _
brown 2
stiff _ _
3
_4_
5S -5 38 6.4
SAND(SP) _ _
brown 6
dense _ _
7
-8
_9
SANDY LEAN CLAY(CL) SS 1-0 5 '2000 23.1
brown _ _
stiff to soft 11
COARSE SAND AND GRAVEL(SP/GP) 12
brown _ _
dense 13
14
SS 1-5 50/7" 14.7
BOTTOM OF BORING 15.5' 16
1-7
NOTE. INSTALLED PIEZOMETER#1 _ _
18
1-9
2-0
2-1
2-2
2-3
2-4
25
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1998
LOG OF BORING 8-12
RIG TYPE: DIEDRICH D-50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4/98 WHILE DRILLING 8.0'
AUGER TYPE: 4"CFA FINISH DATE 11/4/98 AFTER DRILLING 8.0'
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 M OU MC DO ,VOMITS -200 SWELL
IT✓PE (FEET) IBLOWS/FT) (PSF) (%) IPCrl LL PI (%) PRESSURE M@1 SOO PSF
6"TOPSOILNEGETATION _ _
SILTY SAND AND GRAVEL(SM/GP) _ _
brown 2
dense
3
_4_
SS -5 50 2.6
COARSE SAND AND GRAVEL(SP/GP) -6
brown _
dense 7
8
-9
SS 1-0 50/8" 9.6
1-1
1-2
1-3
1-4
1-5
BOTTOM OF BORING 15.0'
16
1-7
1-8
1-9
2-0
2-1
2-2
2-3
2-4
2-5
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1998
LOG OF BORING B-13
RIG TYPE: DIEDRICH 0-50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4/98 WHILE DRILLING 9.0'
AUGER TYPE: 4"CFA FINISH DATE 11/4/98 AFTER DRILLING 9.0'
SPT HAMMER: MANUAL SURFACEELEV NIA 24 HOUR 9.0'
SOIL DESCRIPTION U N OU MC DO ALMITS .200 SWELL
I TYPE (FEET) (BLOWSIFT) (PSF) I%I IPCF( LL PI (%) PRESSURE %e 600 PSF
6"T0PS0ILNEGETATI0N _ _
1
SANDY LEAN CLAY(CL) _ _
brown 2
stiff _ _
3
4
CS _ _ 34 *9000+ 4.6
5
SAND WITH GRAVEL(SP) -6
grey/brown _ _
dense to very dense 7
-8
'9—
SS 1-0 50/9" 7.8
1-1
1-2
13
1-4
1-5
BOTTOM OF BORING 15 5' 1-6
NOTE INSTALLED PI`_ZOMETER#2 17
18
I-9
2-0
2-1
22
2-3
2-4
25
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1998
LOG OF BORING B-14
RIG TYPE: DIEDRICH O.50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4/95 WHILE DRILLING 8.5'
AUGER TYPE: 4"CFA FINISH DATE 1114/95 AFTER DRILLING 8.5'
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION o N 0u MC 00 A-LIMITS .200 SWELL
(TYPE (FEET) (SLOWS/FT) (PSF) (%) (PCF) LL PI (%I PRESSURE %4Q 500 PSF
6"TOPSOILNEGETATION _ _
1
SANDY LEAN CLAY(CI.) _ _
brown 2
stiff _ _
3
4
C$ _ _ 26 '9000+ 9.5
5
COARSE SAND AND GRAVEL(5P/GP) _ _
brown/rust 6
medium dense to dense _ _
7
8
_9_
S$ 1-0 50/9" 7.4
1-1
1-2
13
1-4
1-5
BOTTOM OF BORING 15 0' _ _
16
1-7
1-8
1-9
2-0
21
2-2
2-3
2-4
2-5
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1998
LOG OF BORING B-15
RIG TYPE: DIEDRICH 0.50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4198 WHILE DRILLING 8.0'
AUGER TYPE: 4"CFA FINISH DATE 1114/98 AFTER DRILLING 8.0'
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION D N 00 MC DD A-LIMITS -WO SWELL
ITVPE (FEET) (BLOWSIFT) IPSFI 1%) IPCFI LL PI 1%I PRESSURE %2 S00 PSF
6"TOPSOILNEGETATION _ _
1
SILTY SAND AND GRAVEL ISM/GP) _ _
brown 2
medium dense to dense _ _
3
_4
SS -5 50/7" 5.4
6
COARSE SAND AND GRAVEL(SP/GP) _ _
brown T
very dense _ _
8
_9_
SS 1-0 50/8" 7.6
11
12
1-3
1-4
15
BOTTOM OF BORING 15.0'
16
17
1-8
19
20
2-1
2-2
2-3
2-4
25
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1998
LOG OF BORING B-16
RIG TYPE: DIEDRICH 050 SHEET I OF I WATER DEPTH
FOREMAN: MJC START DATE 11/4198 WHILE DRILLING 0.5'
AUGER TYPE: 4"CFA FINISH DATE 11/4198 AFTER DRILLING 4.5'
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION o N OD MC DD A-MMITS .200 SWELL
[T
YPE IFEETI IMLOWLFTI (PSF) (1:) (PCF) U. PI I%) PRESSURE N.@ 500 PSF
6"TOPSOILNEGETATION _ _
1
SANDY LEAN CLAY(CL) _ _
brown 2
stiff _ _
3
_4_
COARSE SAND WITH GRAVEL(SP) _ _
brown/rust SS 5 43 7.9
dense to very dense _ _
6
_T_
-8
_9
$5 1-0 5018" 8.1
11
1-2
1-3
1-4
1-5
BOTTOM OF BORING 15.0'
16
1-7
1-8
1-9
20
2-1
2-2
23
2-4
25
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER1996
LOG OF BORING B-17
RIG TYPE: DIEDRICH 0.50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4/98 WHILE DRILLING 5.5'
AUGER TYPE: 4"CFA FINISH DATE 11/4/98 AFTER DRILLING 5.5'
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 N au MC DO A-OMITS -200 SWELL
[T
YPE (FEET) ISLOWS/FT) IPSFI I%/ (PEE) LL PI (%) PRESSURE % 600 PSF
6"TOPSOILNEGETATION _ _
1
SANDY LEAN CLAY(CL) _ -
brown/rust 2
stiff _ _
3
4
CS _ _ 26
5
COARSE SAND AND GRAVEL(SP/GP) _ _
brown/rust 6
medium dense to dense _ _
7
B
-9
SS 10 44 13.5
1-1
1-2
1-3
1-4
15
BOTTOM OF BORING 15.0'
16
17
1-8
19
20
21
2-2
2-3
24
2-5
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER1998
LOG OF BORING 8-18
RIG TYPE: DIEDRICH D-50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4/98 WHILE DRILLING 5.5'
AUGER TYPE: 4-CFA FINISH DATE 11/4/98 AFTER DRILLING 5.5'
SPT HAMMER: MANUAL SURFACEELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 N 09 Mc DD A-UMITS -200 SWELL
ITVPE (FEET) (BLOWS/FT) IPSF) (%) (PCF) LL PI (%) PRESSURE %e 5W PSF
6"TOPSOIWEGETATION _ _
1
SANDY LEAN CLAY(CL) _ _
brown 2
very stiff _ _
3
-4
CS _ _ 38 19.5
5
6
_T_
COARSE SAND AND GRAVEL(SP/GP) _ _
rust/brown 8
very dense _
9
SS 10 50 11.7
I-I
1-2
1-3
1-4
1-5
BOTTOM OF BORING 15.0' _
16
1-7
18
19
20
2-1
2-2
23
24
25
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER1998
LOG OF BORING B-19
RIG TYPE: DIEDRICH D-50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4198 WHILE DRILLING 4.0'
AUGER TYPE: 4"CFA FINISH DATE 11/4/98 AFTER DRILLING 4.0'
SPT HAMMER: MANUAL SURFACEELEV N/A 24 HOUR 4.0'
SOIL DESCRIPTION o N MU MC OD A-UMITS I-200 SWELL
TYPE (FEET) (RLOWNFTI (PST) (%) IPCFI LL R 5%) PRESSURE %t 600 PST
9"TOPSOILNEGETATION _ _
1
SANDY LEAN CLAY IC L) 2
brawn _ _
3
_4_
CS _ _ 18
S
-6
_ _
COARSE SAND AND GRAVEL(SP/GP) _ _
rust/brown a
very dense - -
9
SS 1-0 4218" 8.2
_11
12
1-3
1-4
1-5
BOTTOM OF BORING 150' _ _
16
NOTE. INSTALLED PIEZOMETER#3 -
17
18
1-9
2-0
2-1
2-2
2-3
24
25
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1996
LOG OF BORING B-20 SHEET 1 OF 1
RIG TYPE: DIEDRICH D-50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4/98 WHILE DRILLING 6.0'
AUGER TYPE: 4'CFA FINISH DATE 11/4/98 AFTER DRILLING 6.0'
SPT HAMMER: MANUAL SURFACEELEV N/A 24 HOUR N/A
SOIL DESCRIPTION D N 00 MC DO ALMIT8 -ZW SWELL
ITYPE_(FEET) (BLOWS/FY) (PSF) (%) (POFI LL PI 1%) PRESSURE %e SW PEE
9"TOPSOILNEGETATION _ _
1
SANDY LEAN CLAY(CL) -2
brown _ _
stiff to very stiff 3
4
55 -5 23 23.0
COARSE SAND AND GRAVEL(SP/GP) -6
brown _ _
medium dense 7
-B
_9
SS 1-0 22
1-1
1-2
13
1-4
15
BOTTOM OF BORING 15 Cr
16
1-7
1-8
1-9
2-0
21
2-2
2-3
2-4
2-5
Earth Engineering Consultants
DEL CAMINO BUSINESS PARK
DEL CAMINO,COLORADO
PROJECT NO: 1982110 DATE: NOVEMBER 1998
LOG OF BORING B.21
RIG TYPE: DIEDRICH 0.50 SHEET 1 OF 1 WATER DEPTH
FOREMAN: MJC START DATE 11/4/98 WHILE DRILLING T.0'
AUGER TYPE: 4"CFA FINISH DATE 11/4/98 AFTER DRILLING T.0'
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 N OU MC DD A-LIMITS .200 SWELL
I TYPE (FEET) IBLOWSFT) (PEF) (%) (PCF) LL PI (%) PRESSURE %q 500 PEE
9"TOPSOILNEGETATION _ _
SANDY LEAN CLAY(CO 1
brown _ _
2
SILTY CLAYEY SAND(SM/SC) 3
brown _ _
medium dense 4
CS _ _ 26 '8000 15.2 23 T 34.4
5
6
_T_
a
9
COARSE SAND AND GRAVEL(SP/GP) _ _
brown SS 10 37
dense _ _
11
12
1-3
1-4
1-5
BOTTOM OF BORING 15.0'
16
NOTE. INSTALLED PIEZOMETER#4 _ _
17
18
1-9
2-0
2-1
2-2
2-3
24
25
Earth Engineering Consultants
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