HomeMy WebLinkAbout20050406.tiff EEC
June 23, 2004
New Hope Christian Fellowship
P.O. Box 1594
Greeley, Colorado 80632
Attn: Mr. Angel Flores
Re: Geotechnical Subsurface Exploration Report
Sanctuary Building - New Hope Christian Fellowship
AA Street (WCR 66)
Greeley, Colorado
EEC Project No. 1042051
Mr. Flores:
Enclosed, herewith, are the results of the geotechnical subsurface exploration you requested
for the proposed sanctuary addition at the New Hope Christian Fellowship in Greeley,
Colorado.
In summary, the subsurface soils encountered in the test borings consisted of clayey sand
underlain by lean clay which extended to the bottom of boring at a depth of approximately
15 feet below ground surface. The lean clay/clayey sand generally showed low swell
potential at current moisture and density conditions. Groundwater was not encountered in
any of the completed site borings at the time of drilling.
Based on the results of the field and laboratory testing, it is our opinion the proposed lightly
loaded structure could be supported on conventional footing foundations bearing in the near
surface clayey sand and/or lean clay with low swell potential. Drier lean clay in the area of
boring B-3 should be evaluated further to determine the expansion potential of those
materials. The near surface clayey sand could be used for direct support of floor slabs,
exterior flatwork and site pavements. Geotechnical recommendations concerning design and
construction of foundations and support of floor slabs and pavements are presented in the
text of the attached report. Recommended pavement sections are also provided.
CENTRE FOR ADVANCED TECHNOLOGY
2301 RESEARCH BOULEVARD, SUITE 104
FORT COLLINS, COLORADO 80526
(970) 224-1522 (FAx) 224-4564 2005-0406
Earth Engineering Consultants,Inc.
EEC Project No. 1042051
June 23,2004
Page 2
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning the enclosed information, 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.
Reviewed by:
PCo REG/S ��
Ut• JON 4 Oink'
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Att :MO
�' .SSCNAIE�G i / irIttir
Wolf von Carlo tz, P.E. Lester L. Litton, P.E.
Senior Project En ineer Principal Engineer
SUBSURFACE EXPLORATION REPORT
NEW HOPE CHRISTIAN FELLOWSHIP SANCTUARY BUILDING
GREELEY, COLORADO
EEC PROJECT NO. 1042051
June 23, 2004
INTRODUCTION
The subsurface exploration for the proposed sanctuary building to be constructed at the New
Hope Christian Fellowship in Greeley,Colorado has been completed. Three(3)soil borings
extending to depths of approximately 15 feet below present site grades were advanced in the
building area to obtain information on existing subsurface conditions. Individual boring logs
and a diagram indicating the approximate boring locations are included with this report.
r
We understand this project involves the construction of a new single-story,steel frame,slab-
on-grade (non-basement) sanctuary building. The proposed building will be free standing
and will butt up against a portion of an existing structure located at the south end of the site.
Foundation loads for the proposed structure are expected to be light with continuous wall
loads less than 3 kips per lineal foot and individual column loads less than 70 kips. Floor
loads will be light. We expect small grade changes will be required to develop finish site
grades in the building area. Paved drive and parking areas will be constructed in
conjunction with the new structure. We expect the pavements will be used almost
exclusively by automobiles and light trucks.
The purpose of this report is to describe the subsurface conditions encountered in the
borings, analyze and evaluate the test data and provide geotechnical recommendations
concerning design and construction of the building foundations and support of floor slabs
and site pavements.
Earth Engineering Consultants,Inc.
es"- EEC Project No. 1042051
June 23, 2004
Page 2
EXPLORATION AND TESTING PROCEDURES
The boring locations were established in the field by representatives of Earth Engineering
Consultants, Inc. (EEC) by pacing and estimating angles from identifiable site features.
Those approximate boring locations are indicated on the attached boring location diagram.
The locations of the borings should be considerate 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 and California barrel sampling
techniques in general accordance with ASTM Specification D-1586. Samples of the
subsurface soils were also obtained by pushing thin-walled "Shelby" tubes in general
accordance with ASTM Specification D-1587. 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 and Shelby tube sampling procedures, relatively undisturbed samples of the soils are
obtained from the field. 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 each of the recovered samples. Washed sieve
analysis and Atterberg limits tests were performed on selected samples to evaluate the
quantity and plasticity of the fines in the subgrade materials. Swell/consolidation tests were
completed on selected samples to evaluate the soil's tendency to change volume with
variation in moisture content. Results of the field borings and laboratory testing are
indicated on the attached boring logs and summary sheets.
Earth Engineering Consultants,Inc.
EEC Project No. 1042051
June 23, 2004
Page 3
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.
SITE AND SUBSURFACE CONDITIONS
The proposed building will be located south of Weld County Road 66 and west of U.S.
Highway 85 in Greeley, Colorado. An asphalt surfaced parking area was in place over most
of the area of the proposed sanctuary building at the time of our field work. The parking
area was observed to be relatively level. Photographs of the site are included with this
report.
An EEC engineer was on site during drilling to direct the drilling activities and evaluate the
subsurface materials encountered. Field logs prepared by EEC site personnel were based on
visual and tactual observation of disturbed samples and auger cuttings. The final boring logs
included with this report may contain modifications to those field logs based on results of
laboratory testing and engineering evaluation. Based on results of the field boring and
laboratory testing, subsurface conditions can be generalized as follows.
Approximately 3 to 6 inches of topsoil and vegetation was encountered at the surface at
boring locations B-1 and B-3. Approximately 4 inches of asphalt pavement was encountered
at the surface at boring location B-2. The topsoil/vegetation and asphalt pavement were
underlain by brown clayey sand. The clayey sand was medium dense and showed low swell
potential at current moisture and density conditions. The clayey sand showed increasing
clay content with depth and transitioned into sandy lean clay at depths ranging from
approximately 3 to 8 feet below ground surface.The lean clay showed low swell potential at
current moisture and density conditions. The site borings were terminated at a depth of
approximately 15 feet below ground surface in the site lean clay.
Earth Engineering Consultants,Inc.
EEC Project No. 1042051
June 23, 2004
Page 4
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.
GROUNDWATER CONDITIONS
Observations were made while drilling and after completion of the borings to detect the
presence and depth to hydrostatic groundwater. At the time of drilling, free water was not
observed in any of the completed site borings.
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. Perched
groundwater may also be encountered in more permeable zones in the subgrade soils at times
throughout the year. Perched water is commonly encountered in more permeable soils
overlying less permeable clay or weathered bedrock. The location and amount of perched
water can also vary across the site at different times throughout the year.
ANALYSIS AND RECOMMENDATIONS
General
In general,the site lean clay and clayey sand showed low swell potential at current moisture
and density conditions. Drier stiffer lean clay was encountered in boring B-3 at a depth of
approximately 3 feet below ground surface. A remolded sample was evaluated in the
laboratory and indicated those materials have low swell potential at current moisture and
density conditions. As a precaution, we recommend additional evaluation of the swell
potential of near surface lean clay in the area of boring B-3 be completed. If higher swell
potential is determined at the time of construction, overexcavation/backfill procedures may
be required to develop suitable foundation bearing. Based on the depth of the dry lean clay
encountered, we expect any overexcavation/backfill procedures would be limited to footing
foundations extended to within 3 feet of those materials.
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Earth Engineering Consultants, Inc.
EEC Project No. 1042051
June 23, 2004
Page 5
The proposed sanctuary building will be constructed predominantly in an existing asphalt
surfaced parking area. We recommend the asphalt pavement be removed from the building
area prior to construction of the building. In addition, in areas where the proposed building
foundation will butt against an existing foundation of the south structure,care will be needed
to avoid disturbing the existing foundation and foundation bearing materials. Some
differential movement should be expected between the existing and proposed buildings. An
allowance for some movement should be included in the design.
Foundations
Based on the materials observed at the boring locations,it is our opinion the proposed lightly
loaded structure could be supported on conventional footing foundations bearing in
undisturbed near surface clayey sand and lean clay with low swell potential. For design of
,., footing foundations bearing in low expansion potential clayey sand and/or lean clay, we
recommend using a net allowable total load soil bearing pressure not to exceed 1,500 psf.
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 a minimum of 30
inches below final 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 the site clayey sand. If used, trenched grade beam foundations
should have a minimum width of 12 inches and formed grade beam foundations 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 to avoid disturbing the foundation bearing
materials. Materials loosened or disturbed by the construction activities or materials which
become wet and softened or dry and desiccated should be removed and replaced or reworked
in-place prior to construction of the footing foundations.
Earth Engineering Consultants,Inc.
,0•••. EEC Project No. 1042051
June 23, 2004
Page 6
We estimate the long-term settlement of footing foundations designed and constructed as
outlined above would be less than 1 inch.
Floor Slab, Exterior Flatwork and Pavement Subgrades
Any existing vegetation and/or topsoil should be removed from beneath the floor slabs,
flatwork and/or pavement areas. After stripping and completing all cuts and prior to
placement of any fill or floor slab/flatwork concrete or site pavements, we recommend the
exposed 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 D-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.
r-•
Fill or overexcavation/backfill soils required to develop the floor slab, flatwork 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 site clayey sand and lean clay could be used as fill in these areas. Fill and/or
backfill soils should be placed in loose lifts with a maximum thickness of 9 inches, adjusted
in moisture content and compacted as outlined for the scarified subgrades above.
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 improvements. Care should be taken to
maintain proper moisture contents in the subgrade soils prior to placement of any overlying
improvements.
Earth Engineering Consultants, Inc.
EEC Project No. 1042051
June 23, 2004
es-
Page 7
Site Pavements
We expect traffic on the site pavements will consist of both areas of low volumes of
automobiles and light trucks and areas with low volumes of heavier trash truck traffic. We
anticipate the subgrades in those areas will consist of clayey sand.
The site clayey sand may show strength loss and instability when wetted. If construction
occurs during wet periods of the year, it may be necessary to stabilize the subgrades to
allow for the placement of the overlying pavement section. Stabilization of the subgrade
would develop higher strength subgrade which could be used as part of the pavement
section thereby potentially reducing the thickness of overlying aggregate base course
and/or asphalt surfacing. Additional recommendations concerning subgrade stabilization
can be provided, if desired.
Alternative composite and concrete pavement sections are provided below in Table 1 for
both the light and heavy-duty pavement areas anticipated. Those pavement sections are
based on assumed traffic volumes.
TABLE 1 — PAVEMENT SECTION RECOMMENDATIONS
Light Duty Heavy Duty
Alternative A—Composite Section
Surface Asphalt (Grading S or SX) 4" 5"
Aggregate Base (Class 5 or 6) 6" 8"
Alternative C —Portland Cement Concrete Pavement 5" 6"
Asphalt surfacing should consist of grading S (3/4 inch minus) or grading SX (1/2 inch
minus) hot bituminous pavement consistent with Colorado Department of Transportation
(CDOT)requirements. CDOT grading SG could be used for the lower lift in the heavy duty
pavement section. Aggregate base should be consistent with CDOT requirements for Class 5
or Class 6 aggregate base. Portland cement concrete, if used, should have a minimum 28-
day design compressive strength of 3,500 psi and should be air entrained. The recommended
Portland Cement Concrete pavement section is based on non-reinforced concrete although
woven wire or fiber mesh should be considered for control of shrinkage cracks. In dumpster
Earth Engineering Consultants,Inc.
EEC Project No. 1042051
June 23, 2004
Page 8
or truck loading and unloading areas, asphalt pavement sections subject to increased loads
and truck turning movements would likely show poor performance. We recommend
concrete pavement sections be considered in these areas.
The recommended pavement sections are minimums and, as such, periodic maintenance
should be expected. Areas expected to carry heavier trucks or higher volumes of trucks may
require thicker pavement sections. Alternative pavement sections could also be considered
and we would be pleased to review any alternatives at your request.
GENERAL COMMENTS
The preliminary 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 further exploration or 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 The New Hope Christian Fellowship
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.
1JI(1LLIINIJ tUNL) LAIL .tcrk I1JP t
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
2A: 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 PROPER I thS 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.
etained 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
Unconfined Compressive scratched with fingernail.
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 Lapante or 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.
N-Blows/ft Relative Density
Cemented
0-3 Very Loose
4-9 Loose
10-29 Medium Dense
30-49 Dense
50-80 Very Dense
80+ Extremely Dense
UNIFIED Son. CLASSIFICATION SYSTEM
Soil Classification
Group Group Name
Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Symbol
Coarse—Grained Grovels more than Clean Grovels Less
Soils more than 50% of coarse than 5% fires Cu>4 and cCc≤3E 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>J and 1<Cc<3E Sqy 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 as ML or MH SM Silty sand"
more than 12%
fines Fines classify as CL or CH SC Clayey sondes",
Fine—Grained Silts and Clays inorganic PI>7 and plots on or above "A"Line' CL Leon clay e.L"
Soils 50% or Liquid Limit less
more passes the than 50 PI<4 or plats below "Aline' ML Silt4"*"
No. 200 sieve
organic Liquid Limit — oven dried Organic clay=LA""
<0.75 OL
Liquid Limit — not dried Organic silt",L"0
Silts and Clays inorganic PI plots on or above "Aline CH Fat clay"•L"
Liquid Limit 50 or
more PI plots below "A"Line MH Elastic Silt`'`"
organic Liquid Limit — oven dried Organic clayi".!
<0.75 OH
Liquid Limit — not dried Organic siltw""
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
"Speed on the material passing the }—in. (75— ECu=C'y/D,Cc= (D ` "If soil contains 15 to 29%p1u5 Na. 200, add
m)a sie"e D ):=1
U "with sond" or with gravel', whichever is
If field sample contained coboles or boulders, predominant.
or both. add '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
Grovels with 5 to 12% foes required dual group name, name'
m symbols: elf fines classify as CL-ML, use dual symbol "It sail contains 2 30% plus No. 200
GW-GM well graded gravel with silt GC-CM, or SC-SM, predominantly gravel, ado gravely to group
GW-GC well-graded gravel with clay If fines are organic, add"with organic fines'to name.
GP-GM poorly-graded grave, with silt group name g g "PI24 and plots on or above 'A' line.
GP-GC poorly-graded gravel with cloy
If soil contains >15%gravel, odd"with gravel" °Pl<4 or plots below "A" line.
°Sands with 5 to 12% fines require dual to ou name. Pi plots on or above "A" line.
symbols: g` R If AoPl plots below A line.
SW-SM well-graded sand with silt L, g limits plots shaded area, soil is a
SW-SC well-graded sand with clay CL-ML, cilty clay.
SP-SM poorly graded sand with silt
SP-SC poorly groded sand with clay
60
For avfzilketbn al doe-pained sofa
and line-grained s fraction al coarse- •
grained L.
'
50- Equation al'A'-Ins
Horizontal at w.w 10 LL-25.4 e I tnen P1-0.73(LL-20)d Eauatiu,of L-le
'fir' 0� 'S°�
W Vertical at LL-Ifi :o PI-7. "p
W thenPha.9(LL-9) ' Gig Z
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I V4�CL ML�O�'ML. (00 OL
0 ■
0 l0 70 30 .0 50 60 70 do 90 100 110
LIQUID LIMIT (LL)
WCR 66 (AA STREET)
A
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EX'S rING Ex's TIN
BuitOING EXISTING
PARKING
AREA
EXISTING
PARKING
............ .........
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B-3 E.XtST NG EXISTING
601 PARKING
PED
ADD-D OS
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B-2• _... DtTCH
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LEGEND
B-1 BORING LOCATION N
SITE PHOTOS Not To Stale
MOMS Wt.MY YAOIYAR snow.LOCI 101 M df1R1pN b ARROW
BORING LOCATION DIAGRAM
NEW HOPE CHRISTIAN FELLOWSHIP SANCTUARY BUILDING
GREELEY, COLORADO
PROJECT NUMBER: 1042051 DATE: JUNE 2004
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PHOTO # 2
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NEW HOPE CHRISTIAN FELLOWSHIP SANCTUARY BUILDING
r
GREELEY,COLORADO
EEC PROJECT No. 1042051
JUNE 2004
j NEW HOPE CHRISTIAN FELLOWSHIP SANCTUARY BUILDING
GREELEY,COLORADO
PROJECT NO: 1042051 DATE: JUNE 2004
LOG OF BORING 8.1
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 6/10/2004 WHILE DRILLING None
AUGER TYPE: 4'CFA FINISH DATE 6/10/2004 AFTER DRILLING None
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A
501E DESCRIPTION 0 II Du MC DO AAWRs -200 SWELL
TYPE (FEET) (BLOW SIFT) (PSF) IX) (PCF) LL PI (%I PRESSURE %®SOU PSF
TOPSOIL AND VEGETATION
CLAYEY SAND(SC) - -
brown 2
medium dense ST -- 9000+ 9.6
3 S5 _ _ 7 12.6 4
-5
-6
_T_
8
SANDY LEAN CLAY(CL) 9
brown
stiff CS 10 8 4000 21.4 100.6 32 15 92.4 None <500 psf
r
1-1
1-2
13
1-4
SS 15 8 9000+ 13.0
BOTTOM OF BORING 15.5' 1-6
1-7
1B
1-9
20
21
2-2
2-3
2-4
25
Earth Engineering Consultants
NEW HOPE CHRISTIAN FELLOWSHIP SANCTUARY BUILDING
GREELEY,COLORADO
PROJECT NO: 1042051 DATE: JUNE 2004
LOG OF BORING 0-2
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 6/10/2004 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 6/10/2004 AFTER DRILLING None
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 N pu MC pp (WANTS .iW SWELL
TYPE (FEET` (BLOWS/FT) ?SD (≥) (PC LL PI U . .PRESSURE %S500PSF
4"ASPHALT(poor condition) — —
1
CLAYEY SAND(SC) _
brown 2
medium dense — _
with clay seams 3
-4
Increasing clay content with depth CS 5 10 9000+ 8.7 110.6 26 17 54.0 <500 psf None
6
SANDY LEAN CLAY(CL) -7
brown _ _
stiff 8
_9_
reddish brown 10' S5 1-0 8 9000+ 12.8 ___---
11
12
wlh scattered gravel - -
calcareous 13
14
SS 1-5 18 9000+ 10.9
BOTTOM OF BORING 15.5' 1-6
17
1-8
1-9
2-0
21
2-2
23
••••"*., 2-4
2-5
Earth Engineering Consultants
NEW HOPE CHRISTIAN FELLOWSHIP SANCTUARY BUILDING _
/"+III GREELEY,COLORADO
PROJECT NO: 1042051 DATE: JUNE 2004
LOG OF BORING B-3
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: JJB START DATE 6/10/2004 WHILE DRILLING None
AUGER TYPE: 4"CFA FINISH DATE 6/10/2004 AFTER DRILLING None
SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION 0 M CU MC OD A-LIMBS -200 SWELL
TYPE (FEET) (BL0WSIFT) (PSF) (%) (PCF) LL PI I%) PRESSURE %®500 PSF
TOPSOIL AND VEGETATION
CLAYEY SAND(SC)
brown 2
medium dense
3
SANDY LEAN CLAY(CL) 4
light brown
stiff to very stiff SS 5 20 9000+ 8.2 108.7 - - - 1.2%
calcareous _
6
7
8
9
SS i0 17 9000+ 6.9
1
2
13
scattered gravel with depth 14
SS 15 10 9000+ 11.7
BOTTOM OF BORING 15.5' 1-6
1-7
1-8
19
2-0
21
2-2
2-3
_ 24
2-5
Earth Engineering Consultants
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-1, S-3 @ 9'
Liquid Limit: 32 (Plasticity Index: 15 j % Passing #200: 92.4
Beginning Moisture: 19.9% Dry Density: 106.3 pcf 'Ending Moisture: 19.9%
Swell Pressure: < 500 psf % Swell @ 500 psf: None
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4
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0
m
O
8
10
0.01 0.1 1 10
Load (TS F)
Project: New Hope Christian Fellowship Sanctuary Building
Greeley, Colorado
Project Number: 1042051
Date: June 2004
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sand with Clay Seams
Sample Location: B-2, S-1 @ 4'
Liquid Limit: 26 (Plasticity Index: 17 I % Passing #200: 54.0%
Beginning Moisture: 8.4% Dry Density: 107.7 pcf (Ending Moisture: 19.6%
Swell Pressure: < 500 psf % Swell @ 500 psf: None
10
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C I
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a -2 water Aade
ca
o
06
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1
-10
0.01 0.1 1 10
Load (TSF)
Project: New Hope Christian Fellowship Sanctuary Building
Greeley, Colorado
Project Number: 1042051
Date: June 2004 E E C"°�
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay
Sample Location: B-3, S-1 @ 4'
Liquid Limit: - 'Plasticity Index: - I % Passing #200: -
Beginning Moisture: 8.4% Dry Density: 108.7 pcf 'Ending Moisture: 14.8%
Swell Pressure: - °/, Swell @ 500 psf: 1.2%
10
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4
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a.
a -2 Water'Added
o-4
t
o
O
o
-8
-10
0.01 0.1 1 10
Load (TS F)
Project: New Hope Christian Fellowship Sanctuary Building
Greeley, Colorado
Project Number: 1042051
Date: June 2004
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