HomeMy WebLinkAboutHARMONY CENTRE PUD CIRCUIT CITY - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -y i
GEOTECHNICAL ENGINEERING REPORT
PROPOSED CIRCUIT CITY STORE
SOUTH COLLEGE AVENUE AND PAVILION LANE
FORT COLLINS, COLORADO
PROJECT NO. 20965090
June 17, 1996
Prepared for.
CIRCUIT CITY STORES INC.
680 SOUTH LEMON AVENUE
WALNUT, CALIFORNIA 91789
ATTN: MR. RICHARD MANNERS
CORPORATE DESIGN ADMINISTRATOR
Prepared by.
Terracon Consultants Western, Inc.
Empire Division
301 North Howes Street
Fort Collins, Colorado 80521
June 17, 1996
Circuit City Stores, Inc.
608 South Lemon Avenue
Walnut, California 91789
Attn: Mr. Richard Manners
Corporate Design Administrator
Re: Geotechnical Engineering Report
Proposed Circuit City Store
South College Avenue and Pavilion Lane
Fort Collins, Colorado
Project No. 20965090
I rerracon
CONSULTANTS WESTERN, INC.
EMPIRE DIVISION
P.O. Box 503 • 301 N. Howes
Fort Collins, Colorado 80522
970) 484-0359 Fax (970) 484.0454
Larry G. O'Dell, P.E.
Neil R. Sherrod, C.P.G.
Terracon Consultants Western, Inc., Empire Division has completed a geotechnical engineering
exploration for the proposed project to be located at the southeast corner of Pavilion Lane and
South College Avenue in south Fort Collins, Colorado.
The results of our engineering study, including the boring location diagram, laboratory test
results, test boring records, and the geotechnical recommendations needed to aid in the design
and construction of the foundation and other earth connected phases of this project are
attached.
The subsoils at the site generally consist of clay fill and/or natural sandy lean clay overlying
sand with varying quantities of clay and gravel and interbedded clay lenses. Groundwater was
encountered at depths of 13'/2 and 15Y2 feet.
Based on the subsoil conditions encountered and the type of construction proposed, we
recommend the structure be supported by a spread footing foundation system. Slab -on -grade
construction is feasible at the site. Further details are provided in this report.
Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers
Anzona Arkansas Colorado Idaho Illinois Iowa Kansas Minnesota
Missouri Montana Nebraska Nevada Oklahoma Texas Utah Wyoming
QUALITY ENGINEERING SINCE 1965
Terracon
Geotechnical Engineering Exploration
Circuit City Stores, Inc.
Terracon Project No. 20965090
We appreciate the opportunity to be of service to you on this phase of your project. If you have
any questions concerning this report, or if we may be of further service to you, please do not
hesitate to contact us.
Sincerely,
TERRACON CONSULTANTS WESTERN, INC.
Empire Division
Pao REGI
Prepared by: O s"
SCHpF2 F
ZL
IsaR. Schoenfeld, P.E.
Geotechnical Engineer S/
ONAi IE •`
Copies to, . Addressee (2)
Holter Realty - George Holter (1)
Circuit City Stores, Inc., Richmond,
LHA Architects - Joe Bricio (1)
Reviewed by: O
c -,-
Wi Attwooll, P.E.;
Office Manager
Virginia (3)
TABLE OF CONTENTS
Page No.
Letterof Transmittal.................................................................................................................. ii
INTRODUCTION.................................................................................................................1
PROPOSEDCONSTRUCTION..........................................................................................1
SITEEXPLORATION..........................................................................................................2
FieldExploration...................................................................................................... 2
LaboratoryTesting................................................................................................... 2
SITECONDITIONS.............................................................:...............................................3
SUBSURFACECONDITIONS.............................................................................................3
SoilConditions......................................................................................................... 3
Field and Laboratory Test Results........................................................................... 4
GroundwaterConditions.......................................................................................... 4
CONCLUSIONS AND RECOMMENDATIONS.................................................................... 5
FoundationSystem.................................................................................................. 5
SeismicConsiderations........................................................................................... 5
Floor Slab Design and Construction........................................................................ 6
Pavement Design and Construction......................................................................... 6
Earthwork................................................................................................................ 9
Site Clearing and Subgrade Preparation...................................................... 9
Excavation...................................................................................................10
FillMaterials................................................................................................. 10
Placement and Compaction.........................................................................11
Compliance..................................................................................................12
Excavation and Trench Construction............................................................12
Drainage..................................................................................................................12
SurfaceDrainage.........................................................................................12
Additional Design and Construction Considerations.................................................13
Exterior Slab Design and Construction.........................................................13
Corrosion Protection....................................................................................13
GENERALCOMMENTS.....................................................................................................13
Geotechnical Engineering Exploration
Circuit City Stores, Inc.
Project No. 20965090
TABLE OF CONTENTS (cont'd)
APPENDIX A
Site Plan and Boring Location Diagram
Logs of Borings
APPENDIX B
Laboratory Test Results
APPENDIX C
General Notes
Terracon
IV
GEOTECHNICAL ENGINEERING REPORT
PROPOSED CIRCUIT CITY STORE
SOUTH COLLEGE AVENUE AND PAVILION LANE
FORT COLLINS, COLORADO
Project No. 20965090
June 17, 1996
INTRODUCTION
Terracon
This report contains the results of our geotechnical engineering exploration for the proposed
commercial building and parking lot to be located at the southeast corner of College Avenue
and Pavilion Lane in south Fort Collins, Colorado. The site is located in the Southwest 1/4 of
Section 36, Township 7 North, Range 69 West of the 6th Principal Meridian.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
subsurface soil conditions
groundwater conditions
foundation design and construction
floor slab design and construction
pavement design and construction
earthwork
drainage
The conclusions and recommendations contained in this report are based upon the results of
field and laboratory testing, engineering analyses, our experience with similar soil conditions
and structures and our understanding of the proposed project.
PROPOSED CONSTRUCTION
The proposed structure will be a retail sales building with slab -on -grade construction. The
building will be located in the northeast portion of the property. A paved parking lot will be
constructed in the remainder (south and west sides) of the property. An existing motel with
an outdoor swimming pool will be removed from the northwest portion of the property.
Although final site grading plans were not available prior to preparation of this report, ground
floor level is anticipated to be at or near existing site grades. The parking lot will have
approximately 141 parking spaces.
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Geotechnical Engineering Exploration
Circuit City Stores, Inc.
Project No. 20965090
SITE EXPLORATION
Terracon
The scope of the services performed for this project included site reconnaissance by a
geotechnical engineer, a subsurface exploration program, laboratory testing and engineering
analysis.
Field Exploration
A total of eight test borings were drilled on June 10, 1996 to depths of 10 to 20 feet at the
locations shown on the Site Plan, Figure 1. Five borings were drilled within the footprint of the
proposed building, and three borings were drilled in the area of proposed pavements. All
borings were advanced with a truck -mounted drilling rig, utilizing 4-inch diameter solid stem
auger.
The borings were located in the field by pacing from College Avenue and Pavilion Lane.
Elevations were determined at each boring location using an engineer's level and a temporary
bench mark (TBM) shown on the Site Plan. The accuracy of boring locations and elevations
should only be assumed to the level implied by the methods used.
Continuous lithologic logs of each boring were recorded by the geotechnical engineer during
the drilling operations. At selected intervals, samples of the subsurface materials were taken
by pushing thin -walled Shelby tubes, or by driving split -spoon samplers.
Penetration resistance measurements were obtained by driving the split -spoon into the
subsurface materials with a 140-pound hammer falling 30 inches. The. penetration resistance
value is a useful index to the consistency, relative density or hardness of the materials
encountered.
Groundwater measurements were made in each boring at the time of the site exploration, and
3 days after drilling.
Laboratory Testing
All samples retrieved during the field exploration were returned to the laboratory for
observation by the project geotechnical engineer, and were classified in accordance with the
Unified Soil Classification System described in Appendix C. At that time, the field descriptions
were confirmed or modified as necessary and an applicable laboratory testing program was
formulated to determine engineering properties of the subsurface materials. Boring logs were
prepared and are presented in Appendix A.
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Geotechnical Engineering Exploration
Circuit City Stores, Inc.
Project No. 20965090
Selected soil samples. were tested for the following engineering properties:
Water content
Dry density
Consolidation
Compressive strength
Expansion
Liquid limit
Plasticity Index
Percent fines
Water soluble sulfate content
Terracon
The significance and purpose of each laboratory test is described in Appendix C. Laboratory
test results are presented on the boring logs and in Appendix B, and were used for the
geotechnical engineering analyses, and the development of foundation, pavement and
earthwork recommendations. All laboratory tests were performed in general accordance with
the applicable ASTM, local or other accepted standards.
SITE CONDITIONS
The northwest portion of the property is occupied by a two-story brick motel and an outdoor
swimming pool. The remainder of the north half of the property is surfaced with gravel. The
south half of the property is a field vegetated with low cut, dense grass. A large cottonwood
tree is located west of the center of the property. The area is relatively flat and exhibits
minor surface drainage to the east. The property is bordered to the north by Pavilion Drive,
to the south by a vacant tract of land and a gasoline station, to the east by a field and
residences and to the west by College Avenue.
SUBSURFACE CONDITIONS
Soil Conditions
The following describes the characteristics of the primary soil strata in order of increasing
depths:
Fill: A 2 to 4 foot layer of fill was encountered at the surface of Borings 1, 2, 3 and 6.
The fill consists of moist, sandy lean clay and lean clay. It is not known whether the
fill has been uniformly or properly compacted.
soil: A '/-foot layer of topsoil was encountered at the surface of Borings 4, 5, 7
and 8. The topsoil has been penetrated by root growth and organic matter.
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Geotechnical Engineering Exploration
Circuit City Stores, Inc.
Project No. 20965090
Terracon
Sandy Lean Clay: The natural clay stratum was encountered below the fill and
topsoil and extends to depths of 3 to 15 feet or to the depth explored. The lean clay
is generally moist to wet with depth and contains substantial quantities of sand.
Clayey Sand, Clayey Sand with Gravel: The granular stratum was encountered
below the clay layer in Borings 2 through 6 and 8 and extends to an underlying lean
clay stratum or to the depths explored. The granular stratum contains varying
quantities of clay and gravel and is dry to wet with depth.
Lean Clay, Sandy Lean Clay, Sandy Clayey Silt: A layer of lean clay and/or silt was
encountered in Borings 3, 4, 5 and 7 at depths of 8 to 17 feet and extends to the
depths explored. The lean clay is moist to wet with depth, contains minor quantities
of sand and is interbedded with layers of sandy lean clay and sandy clayey silt.
Field and Laboratory Test Results
Field test results indicate the natural clay soils are generally medium stiff and vary to soft in
consistency. The clayey sand soils vary from loose to medium dense in relative density.
Laboratory test results indicate the clay soils at anticipated slab and foundation levels have
low to moderate expansive potentials.
Groundwater Conditions
Groundwater was encountered at approximate depths of 13'/z to 15'/z feet in Borings 1, 2, 3
and 5 at the time of the field exploration. When checked 3 days after drilling, groundwater
was measured at approximate depths of 13'/ to 15'/z feet in Borings 1 through 5. Because of
the shallower boring depths, groundwater was not encountered in Borings 6 through 8. These
observations represent only current groundwater conditions, and may not be indicative of
other times, or at other locations. Groundwater levels can be expected to fluctuate with
varying seasonal and weather conditions.
The possibility of groundwater fluctuations should be considered when developing design and
construction plans for the project.
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Geotechnical Engineering Exploration Terracon
Circuit City Stores, Inc.
Project No. 20965090
CONCLUSIONS AND RECOMMENDATIONS
Foundation System
Based on the soil conditions encountered in the test borings, a spread footing foundation
system bearing upon undisturbed subsoils and/or engineered fill is recommended for support
for the proposed structure. The footings may be designed for a maximum bearing pressure of
1,500 psf. The design bearing pressure applies to dead loads plus 1/2 of design live load
conditions. The design bearing pressure may be increased by one-third when considering
total loads that include wind or seismic conditions. In addition, the footings should be sized to
maintain a minimum dead load pressure of 500 psf.
Existing fill on the site should not be used for support of foundations without removal and
recompaction.
Exterior footings should be placed a minimum of 30 inches below finished grade for frost
protection. Interior footings should bear a minimum of 12 inches below finished grade.
Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior
footings.
Footings should be proportioned to minimize differential foundation movement. Proportioning
on the basis of equal total settlement is recommended; however, proportioning to relative
constant dead -load pressure will also reduce differential settlement between adjacent footings.
Total settlement resulting from the assumed structural loads is estimated to be on the order of
3/4 inch. Proper drainage should be provided in the final design and during construction to
reduce the settlement potential.
Foundations and masonry walls should be reinforced as necessary to reduce the potential for
distress caused by differential foundation movement. The use of joints at openings or other
discontinuities in masonry walls is recommended.
Foundation excavations should be observed by the geotechnical engineer. If the soil
conditions encountered differ from those presented in this report, supplemental
recommendations will be required.
Seismic Considerations
The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the United
States as indicated by the 1994 Uniform Building Code. Based upon the nature of the
4
Geotechnical Engineering Exploration Terracon
Circuit City Stores, Inc.
Project No. 20965090
subsurface materials, a seismic site coefficient, "s" of 1.0 should be used for the design of
structures for the proposed project (1994 Uniform Building Code, Table No. 16-J).
Floor Slab Design and Construction
Some differential movement of a slab -on -grade floor system is possible should the subgrade
soils increase in moisture content. Such movements are normally within general tolerance for
slab -on -grade construction. To reduce potential slab movements, the subgrade soils should
be prepared as outlined in the "Earthwork" section of this report.
Additional floor slab design and construction recommendations are as follows:
Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement.
Contraction joints should be provided in slabs to control the location and extent of
cracking. The American Concrete Institute (ACI) recommends the control joint spacing
in feet for nonstructural slabs should be 2 to 3 times the slab thickness in inches in both
directions. Maximum joint spacing of 15 to 20 feet in each direction is recommended.
Sawed or tooled joints should have a minimum depth of 25% of slab thickness plus %<
inch.
Interior trench backfill placed beneath slabs should be compacted in accordance with
recommended specifications outlined below.
In areas subjected to normal loading, a minimum 4-inch layer of clean -graded gravel
should be placed beneath interior slabs. For heavy loading, reevaluation of slab and/or
aggregate base course thickness may be required.
Floor slabs should not be constructed on frozen subgrade.
Other design and construction considerations, as outlined in the ACI Design Manual,
Section 302.1 R are recommended.
For structural design of concrete slabs -on -grade, a modulus of subgrade reaction of 100
pounds per cubic inch (pci) may be used for floors supported on existing soils or engineered
fill consisting of on -site soils.
Pavement Design and Construction
The required total thickness for the pavement structure is dependent primarily upon the
foundation soil or subgrade and upon traffic conditions. Based on the soil conditions
encountered at the site, the anticipated type and volume of traffic and using a group index of 7
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Geotechnical Engineering Exploration Terracon
Circuit City Stores, Inc.
Project No. 20965090
as the criterion for pavement design, the following minimum pavement thicknesses are
recommended:
Traffic Area Alter-
native
Recommended Pavement Section Thickness (inches)
Asphalt
Concrete
Surface
Aggregate
Base
Course
Select
Subbase
Plant -Mixed
Bituminous
Base
Portland
Cement
Concrete
Total
Automobile
Parking
A 3 4 7
B 2 2Yz 4'/2
C 5 5
Main Traffic
Corridors
A 3 8 11
B 2 4 6
C 6 6
Each alternative should be investigated with respect to current material availability and
economic conditions.
Aggregate base course (if used on the site) should consist of a blend of sand and gravel which
meets strict specifications for quality and gradation. Use of materials meeting Colorado
Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base
course.
In addition, the base course material should be moisture stable. Moisture stability is
determined by R-value testing which shows a maximum 12 point difference in R-values
between exudation pressures of 300 psi and 100 psi. Aggregate base course material should
be tested to determined compliance with these specifications prior to importation to the site.
Aggregate base course should be placed in lifts not exceeding six inches and should be
compacted to a minimum of 95% Standard Proctor Density (ASTM D698).
Asphalt concrete and/or plant -mixed bituminous base course should be composed of a
mixture of aggregate, filler and additives, if required, and approved bituminous material. The
bituminous base and/or asphalt concrete should conform to approved mix designs stating the
Hveem properties, optimum asphalt content, job mix formula and recommended mixing and
placing temperatures. Aggregate used in plant -mixed bituminous base course and/or asphalt
concrete should meet particular gradations. Material meeting Colorado Department of
Transportation Grading C or CX specification is recommended for asphalt concrete.
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Geotechnical Engineering Exploration Terracon
Circuit City Stores, Inc.
Project No. 20965090
Aggregate meeting Colorado Department of Transportation Grading G or C specifications is
recommended for plant -mixed bituminous base course. Mix designs should be submitted
prior to construction to verify their adequacy. Asphalt material should be placed in maximum
3-inch lifts and should be compacted to a minimum of 95% Hveem density (ASTM D1560)
ASTM D1561).
Where rigid pavements are used, the concrete should be obtained from an approved mix
design with the following minimum properties:
Modulus of Rupture @ 28 days.......................................................650 psi minimum
Strength Requirements............................................................................. ASTM C94
Minimum Cement Content............................................................... 6.5 sacks/cu. yd.
Cement Type......................................................................................Type I Portland
Entrained Air Content......................................................................................6 to 8%
Concrete Aggregate............................................ASTM C33 and CDOT Section 703
Aggregate Size..................................................................................1 inch maximum
Maximum Water Content.............................................................0.49 lb/lb of cement
Maximum Allowable Slump............................................................................4 inches
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90
minutes from the time the water is added to the mix. Other specifications outlined by the
Colorado Department of Transportation should be followed.
Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation. The location and extent of joints should be based upon
the final pavement geometry and should be placed (in feet) at roughly twice the slab thickness
in inches) on center in either direction. Sawed joints should be cut within 24-hours of
concrete placement, and should be a minimum of 25% of slab thickness plus 1/4 inch. All
joints should be sealed to prevent entry of foreign material and doweled where necessary for
load transfer.
Future performance of pavements constructed on the clay soils at this site will be dependent
upon several factors, including:
maintaining stable moisture content of the subgrade soils and
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Geotechnical Engineering Exploration Terracon
Circuit City Stores, Inc.
Project No. 20965090
providing for a planned program of preventative maintenance.
Since the clay soils on the site have shrink/swell characteristics, pavements could crack in the
future primarily because of expansion of the soils when subjected to an increase in moisture
content to the subgrade. The cracking, while not desirable, does not necessarily constitute
structural failure of the pavement.
The performance of all pavements can be enhanced by minimizing excess moisture which can
reach the subgrade soils. The following recommendations should be considered at minimum:
Site grading at a minimum 2% grade away from the pavements;
Compaction of any utility trenches for landscaped areas to the same criteria as the
pavement subgrade;
Sealing all landscaped areas in or adjacent to pavements to minimize or prevent
moisture migration to subgrade soils;
Placing compacted backfill against the exterior side of curb and gutter; and,
Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of base
course materials.
Earthwork
Site Clearing and Subgrade Preparation:
1. Strip and remove existing vegetation, debris, and other deleterious materials from
proposed building and pavement areas. All exposed surfaces should be free of
mounds and depressions which could prevent uniform compaction.
2. Stripped materials consisting of vegetation and organic materials should be wasted
from the site or used to revegetate exposed slopes after completion of grading
operations.
3. Demolition of the existing building should include complete removal of the
foundation system. The existing swimming pool in the area of proposed pavement
should be removed. The swimming pool should be properly backfilled according to
the "Placement and Compaction" section of this report. All materials derived from
the demolition of existing structures should be removed from the site and not be
allowed for use in any on -site fills.
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Geotechnical Engineering Exploration Terracon
Circuit City Stores, Inc.
Project No. 20965090
3. Imported soils (if required) should conform to the following or be approved by the
Project Geotechnical Engineer:
Percent fines by weight
Gradation (ASTM C1361
6"..........................................................................................................100
3".....................................................................................................70-100
No. 4 Sieve........................................................................................50-80
No. 200 Sieve...............................................................................35 (max)
Liquid Limit.......................................................................35 (max)
Plasticity Index..................................................................13 (max)
4. Aggregate base should conform to Colorado Department of Transportation Class 5
or 6 specifications.
Placement and Compaction:
1. Place and compact fill in horizontal lifts, using equipment and procedures that will
produce recommended moisture contents and densities throughout the lift.
2. No fill should be placed over frozen ground.
3. Materials should be compacted to the following:
Minimum Percent Compaction
Material (ASTM D6981
Subgrade soils beneath fill areas.........................................................................95
On -site soils or approved imported fill:
Beneathfoundations...........................................................................tla
Beneathslabs.....................................................................................95
Beneathpavements............................................................................95
Utilities.................................................................................................95
Aggregate base (beneath pavement).................................................95
Miscellaneousbackfill.........................................................................90
11
Geotechnical Engineering Exploration
Circuit City Stores, Inc.
Project No. 20965090
Terracon
4. Clay soils placed around or beneath foundations should be compacted within a
moisture content range of optimum to 2 percent above optimum. Clay soils placed
beneath pavement should be compacted within a moisture content range of 2
percent below to 2 percent above optimum.
Compliance
Performance of slabs -on -grade, foundations and pavement elements supported on
compacted fills or prepared subgrade depend upon compliance with "Earthwork"
recommendations. To assess compliance, observation and testing should be
performed under the direction of the geotechnical engineer.
Excavation and Trench Construction
Excavations into the on -site soils will encounter a variety of conditions. Excavations
into the clays can be expected to stand on relatively steep temporary slopes during
construction. However, caving soils may also be encountered. The individual
contractor(s) should be made responsible for designing and constructing stable,
temporary excavations as required to maintain stability of both the excavation sides and
bottom. All excavations should be sloped or shored in the interest of safety following
local and federal regulations, including current OSHA excavation and trench safety
standards.
Drainage
Surface Drainage:
1. Positive drainage should be provided during construction and maintained
throughout the life of the proposed construction. Infiltration of water into utility or
foundation excavations must be prevented during construction. Planters and other
surface features which could retain water in areas adjacent to the building or
pavements should be sealed or eliminated.
2. In areas where sidewalks or paving do not immediately adjoin the structure, we
recommend that protective slopes be provided with a minimum grade of
approximately 10 percent for at least 10 feet from perimeter walls. Backfill against
footings, exterior walls and in utility and sprinkler line trenches should be well
compacted and free of all construction debris to reduce the possibility of moisture
infiltration.
12
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LOG OF BORING No. -1 Page 1 of 1
CLIENT ARCHITECT / ENGINEER
Circuit City Stores, Inc. I LHA Architects
SASE Corner of College avenue & Pavilion Lane PROJECT
Fort Collins, Colorado Proposed Circuit City Store
SAMPLES TESTS
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THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
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BORING STARTED 6-10-96
WL g 13.5' W.D. 1 13.5' A.B. BORING COMPLETED 6-10-96
LwL RIG CME-55 FOREMAN LRS
WV Water checked 3 days A.B. APPROVED LRS JOB x 20965090
LOG OF BORING No. -2 Page 1 of 1
CLIENT ARCHITECT / ENGINEER
Circuit City Stores, Inc. LHA Architects
sITESE Corner of College Avenue & Pavilion Lane PROJECT
Fort Collins, Colorado Proposed Circuit City Store
SAMPLES TESTS
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BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 6-10-96
BORING COMPLETED 6-10-96WLSZ5' W.D. 13.5' A.B.
err acon1rWLRIGCiViE-55 FOREMAN LRSWL
I APPROVED LRS JOB # 20965090
Water checked 3 days A.B.
LOG OF BORING NoA Page 1 of 1
CLIENT ARCHITECT r ENGLNEER
Circuit City Stores, Inc. LHA Architects
SASE Corner of College Avenue & Pavilion Lane PROJECT
Fort Collins, Colorado Proposed Circuit City Store
SAMPLES TESTS
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DESCRIPTION
Approx. Surface Elev.: 100.0 ft.
LL
2
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W
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3
F .L-Sandy lean clams_ CL 1 SS 12" 13 13
Brown/red/olive, moist
2.0 98.0 7SANDYLEANCLAY
Brown\red\olive, moist
Medium stiff
250CL2ST12" 1 13 122
Water soluble sulfate 3 SS 12" 7 13
V. content at 3'-4' = 0.0016 7
5
4 ST 12" 1 9 122 5690
8.5 91.5 5 SS 12" 8 12
10
CLAYEY SAND WITH GRAVEL
Red, dry to wet, medium dense
1 SC 6 SS 12" 29 1 9
15
17.0 83.0
LEAN CLAY
Red, wet, medium stiff
CL 7 SS 1 12" 5 1 24
20.0 80.0
20
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 6-10-96
L g 15.0' W.D. 14.5'711rerracon BORING COMPLETED 6-10-96
WI RIG CME-55 FOREMAN LRS
L Water checked 3 days A.B. APPROVED LRS JOIBy 20965090
LOG OF BORING No. .4 Page 1 of 1
CLIENT ARCHITECT / ENGINEER
Circuit City Stores, Inc. LHA Architects
SASE Corner of College Avenue & Pavilion Lane PROJECT
Fort Collins, Colorado Proposed Circuit City Store
SAMPLES TESTS
C J
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U_ E
Cr z\
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z 2
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2 W t (n F— 0 z z
CL
Q
F—
CL
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cc W
CL
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3
F— O
W
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O W
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LD Approx. Surface Elev.: 100.5 ft. o z r}— W m z o CL nn a.
SOIL 100.00.5 6" TOP77-7 SANDY LEAN CLAY
CL 1 SS 12" 13 16
Red, moist, stiff
3.0 97.5
SC 2 ST 1 12" 4
3 SS 1 12" 1 14 4
CLAYEY SAND 5
Red, dry, medium dense
4 SS 12" 20 1 5
10
11.0 89.5
LEAN CLAY
Red, moist to wet, medium stiff
CL 5 SS 12" 5 20
15
16.0 84.5
CANDY LEAN CLAY
Red, wet, medium stiff
CL 6 SS 12" 4 22
20.0 80.5
20
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
re rr acon
I I
BORING STARTED 6-10-96
L g None W.D. 1 15.5' A.B.BORING COhfPLETED 6-10-96
WI
RIG CME-55 FOREMAN LRS
LIFT- Water checked 3 days A.B.
APPROVED LRS JOB x 20965090
LOG OF BORING No. -5 Page 1 of 1
CLIENT ARCHITECT / ENGINEER
Circuit City Stores, Inc. LIL- Architects
sITESE Corner of College Avenue & Pavilion Lane PROJECT
Fort Collins, Colorado Proposed Circuit City Store
SAMPLES TESTS
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CL
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HO
LO
H LL
O W
U=LL
Approx. Surface Elev.: 100.0 ft. O Z F-
Uj 0m r_ OC CL
0.5 6" TOPSOIL 99.5
SANDY LEAN CLAY
Red, moist, medium stiff
CL 1 SS 12" 8 12
77-7
3.0 97.0
SC 2 ST 12" 5
3 SS 12" 4 3
CLAYEYSAND 5 Red,
dry to wet Loose
to medium dense 4
ST 12" 2 5
SS 12" 24 4 10
6
SS 12" 12 15 15
17.
0 83.0 T.
EAN CLAY Red,
wet, medium stiff CL
7 SS 12" 7 21 20.
0 80.0 20
BOTTOM
OF BORING THE
STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN
SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER
LEVEL OBSERVATIONS IrerraC
on BORING
STARTED 6-10-96 WL
15.5' W.D. 1 15.5' A.B. BORING COMPLETED 6-10-96 WL
RIG CivIE-J5 FOREMAN LRS L
Water checked 3 days A.B. APPROVED LRS JOB # 20965090
if
LOG OF BORING No. •6 Page 1 of 1
CLIENT ARCHITECT / ENGINEER
Circuit City Stores, Inc. LHA Architects
SASE Corner of College Avenue & Pavilion Lane PROJECT
Fort Collins, Colorado Proposed Circuit City Store
SAMPLES TESTS
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DESCRIPTION
Approx. Surface Elev.: 101.5 ft.
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0
110 FTT.T.-4andv lean clav
CL 1 SS 12" 12 11
Red/brown, moist 2 SS 12" 12
2_0 99.5
SANnY LEAN CLAY CL 3 SS 12" 7 8
Red, moist, medium stiff 5
9.0 92.5
CLAYEY SAND SC 4 SS 12" 8 4
10.0 Red, moist, loose 91.5
10
BOTTOM OF BORLNG
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 6-10-96
BORING CONIPLETED 6-10-964ZQNoneW.D.
I
None A B
RIG CINE-55 FOREMAN LRSIrerraconr2
APPROVED LRS JOB # 20965090
wL Water checked 3 days A.B.
LOG OF BORING No..7 Page 1 of 1
CLIENT ARCHITECT / ENGINEER
Circuit City Stores, Inc. LHA Architects
SASE Corner of College Avenue & Pavilion Lane PROJECT
Fort Collins, Colorado Proposed Circuit City Store
SAMPLES TESTS
r o
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0
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U DESCRIPTION z z H
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2 S
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C d U 2 a_ U HO H LL
LdOUO LL
0:
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0.5 6" TOPSOIL 101.0 CL 1 SS 12" 14 8
04
2 SS 12" 29
SANDY LEAN CLAY
Red, dry to moist
Stiff to very stiff
3 SS 12" 8 4
5
8.0 93.5
SANDY CLAYEY SILT
Red, moist, loose ML 4 SS 12" 9 16
10.0 91.5
10BOTTOMOFBORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Irerracon
BORING STARTED 6-10-96
IVL 7 None W.D. I s BORING COMPLETED 6-10-96
WL 1 8.5' D.C.I. RIG CNIE-55 FOREMAN LRS
WL Water checked 3 days A.B. APPROVED LRS JOB # 20965090
LOG OF BORING No.-8 Page 1 of 1
CLIENT ARCHITECT / ENGINEER
Circuit City Stores, Inc. LHA Architects
SASE Corner of College Avenue & Pavilion Lane
Fort Collins, Colorado
PROJECT
Proposed Circuit City Store
SAMPLES TESTS
W
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DESCRIPTION
Approx.
Surface Elev.: 99.5 ft. 2
a-
W
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Lo
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0
0.
5 6" TOPSOIL 99.0 1 SS 12" 16 14 36/
13/62 CL2SS12" 12 SANDY
LEAN CLAY Red/
tan, moist Very
stiff to medium stiff 3
SS 12" 7 6 5
7.
0 92.5 CLAYEY
SAND Red,
dry, dense SC
4 SS 12" 32 3 10.
0 89'5 10
BOTTOM
OF BORING THE
STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN
SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER
LEVEL OBSERVATIONS BORING STARTED 6-10-96 BORING
COMPLETED 6-10-96 WL
None W.D. RIG
CME-55 FOREMAN LRS irerraconVL8.5' D.C.I. APPROVED
LRS JOB # 20965090 Z
Water checked 3 days A.B.
s
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2.
3.
3.
4.
4.5
1
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APPLIED PRESSURE, TSF
Boring and depth (ft.) I Classification DD Mq, 2 7.0 Sandy Lean Clay I 106
PROJECT Proposed Circuit City Store - SE Corner of JOB NO. 20965090
College Avenue & Pavilion Lane DATE 6/17/96
CONSOLIDATION TEST
TERRACON
Consultants Western,Inc.
i
0.57
0.5
0.55
O 0.54
I
D
R
A
T
I 0.53
O
0.52
0.51
0.50
0.49
0.1
in; and depth (fr.)
2 7.0
I
APPLIED PRESSURE, TSF
Classification
Sandy Lean Clay
DD MCA
106 19
090
PROJECT Proposed Circuit City Store - .SE. Corner of JOB NO. 2096 /
96
College Avenue & Pavilion Lane DATE 6/17/96
CONSOLIDATION TEST
TERRACON
Consultants Westem,Inc.
S
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A
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0.
1.1
1.:
2.(
2.:
3.0
3..
4.01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0.1 1 10
APPLIED PRESSURE, TSF
Boring and depth (ft.) I Classification DD MC%
3 3.0 I Sandy Lean Clay 112 I 12
PROJECT Proposed Circuit City Store - SE Corner of JOB NO. 20965090
College avenue & Pavilion Lane DATE 6/17/96
CONSOLIDATION TEST
TERRACON
Consultants Westem,Inc.
0.47
0.47
0.465
0.460
0.455
v
O
I
D 0.450
R
A
T
I 0.445
O
0.440
0.435
0.430
0.425
0.42
0.41
0_1
APPLIED PRESSURE, TSF
Boring, and depth (8.) I Classification
191 3 3.0 1 Sandy Lean Clay
DD MC o
112 12
PROJECT Proposed Circuit City Store - SE Corner of JOB NO. 2096509U
College Avenue & Pavilion Lane DATE 6/17/96
CONSOLIDATION TEST
TERRACON
Consultants Westem,lnc.
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
R : Ring Barrell - 2.42" I.D., 3" O.D., unless otherwise noted
SS : Split Spoon - 13/s" I.D., 2" O.D., unless otherwise noted PS : Piston Sample
ST : Thin -Walled Tube - 2" O.D., unless otherwise noted WS : Wash Sample
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 DC : Dutch Cone
WB : Wash Bore
Penetration Test: 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 groundwater. In low permeability soils, the accurate determination of
groundwater 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-2487 and D-2488.
Coarse Grained Soils have more 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 PROPORTIONS OF
SAND AND GRAVEL
Descriptive Term(s)
of Components Also Percent of
Present in Sample) Dry Weight
Trace < 15
With 15 - 29
Modifier > 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)
of Components Also Percent of
Present in Sample) Dry Weight
Trace 5
With 5 - 12
Modifier 12
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
GRAIN SIZE TERMINOLOGY
Major Component
of Sample Size Range
Boulders Over 12 in. (300mm)
Cobbles 12 in. to 3 in.
300mm to 75mm)
Gravel 3 in. to #4 sieve
75mm to 4.75mm)
Sand 4 to #200 sieve
4.75mm to 0.075mm)
Silt or Clay Passing #200 Sieve
0.075mm)
Irerracon
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests°
Coarse -Grained
Soils more than
500,1e retained on
No. 200 sieve
Fine -Grained Soils
500% or more
passes the
No. 200 sieve
Gravels more than
50% of coarse
fraction retained on
No. 4 sieve
Sands 50% or more
of coarse fraction
passes No. 4 sieve
Silts and Clays
Liquid limit less
than 50
Clean Gravels Less
than 5% finesc
Soil Classification
Group
Group Name' Symbol
Cu > 4 and 1 < Cc <3E GW Well -graded gravel'
Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel'
Gravels with Fines
more than 12% finesc Fines classifyas ML or MH GM Silt y gravel,G,H
Fines classify as CL or CH GC Clayey gravel'G."
Clean Sands Less Cu > 6 and 1 < Cc < 3E SW Well -graded sand'
than 5% fine SE
Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand'
Sands with Fines Fines classify as ML or MH SM Silty sand"
more than 12% fine SD
Fines Classify as CL or CH SC Clayey sand"'
inorganic PI > 7 and plots on or above "A line' CL Lean clay'-"
PI < 4 or plots below "A" line' ML S11tK.L,M
organic Liquid limit - oven dried Organic clayl.LM"
Liquid limit - not dried
Silts and Clays inorganic PI plots on or above "A" lin
Liquid limit 50
or more PI lots below "A" line
organic Liquid limit oven dried
Liquid limit not dried
Highly organic soils Primarily organic matter, dark in color, and organic odor
ABased on the material passing the 3-in.
75-mm) sieve ECu=Db,1D1, Cc =
iD702 ) elf
field sample contained cobbles or Di° X D60 boulders,
or both, add "with cobbles or boulders,
or both" to group name. Gravels
with 5 to 12% fines require dual If soil contains > 15% sand, add "with symbols:
sand" to group name. GW-
GM well -graded gravel with silt Glf fines classify as CL-ML, use dual symbol GW-
GC well -graded gravel with clay GC -GM, or SC-SM. GP -
GM poorly graded gravel with silt If fines are organic, add "with organic fines" GP -
GC poorly graded gravel with clay to group name. Sands
with 5 to 12% fines require dual If soil contains > 15% gravel, add "with symbols:
gravel" to group name. SW-
SM well -graded sand with silt If Atterberg limits plot in shaded area, soil is SW -
SC well -graded sand with clay a CL-ML, silty clay. SP-
SM poorly graded sand with silt SP-
SC poorly graded sand with clay 60
50
x
40 C4
CMZ30
F
U
20
a
10
4
0
0.
75 OL Organic
siltK.L.M.o e
CH Fat clayK.L.M MH
Elastic SIItK,L,M Organic
clay" 0.
75 OH Organic
siltK.L.M.o PT
Peat Klf
soil contains 15 to 29% plus No. 200, add with
sand" or "with gravel", whichever is predominant.
Llf
soil contains > 30% plus No. 200 predominantly
sand, add "sandy" to group name.
MY
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. PPI
plots on or above "A" line. PI
plots below "A" line. ror
elo4ailfcallon of tin•-9ra nod voila and
I--9ro nod Iroction of Icoar — 9roin4d -
I, Eo-
6- of 'A - 6n" ori:
o-1 at P1 _ 4 to LL 25.5 thm
PI . 0.73 (LL - 20) zi
J :
1' `, I
O P IEQ.
6of V - line van',ca1
at LL _ 76 to PI _ 7, then P1 .
0.9 (LL - 8) Ot1L G
Off'
Q
MH
OR
OH f ML
OR
OL I CL-
ML
0 10
16 20 30 40 50 60 70 60 90 1C0 I1C LIQUID LIMIT (
LL) Nerracon
LABORATORY TESTS
SIGNIFICANCE AND PURPOSE
TEST F SIGNIFICANCE PURPOSE
California Used to evaluate the potential strength of subgrade soil, Pavement
Bearing subbase, and base course material, including recycled Thickness
Ratio materials for use in road and airfield pavements. Design
Consolidation Used to develop an estimate of both the rate and amount of Foundation
both differential and total settlement of a structure. Design
Direct
Used to determine the consolidated drained shear strength of Bearing Capacity,
Shear
soil or rock. Foundation Design &
Slope Stability
Dry Used to determine the in -place density of natural, inorganic, Index Property
Density fine-grained soils. Soil Behavior
Expansion Used to measure the expansive potential of fine-grained soil Foundation & Slab
and to provide a basis for swell potential classification. Design
Gradation Used for the quantitative determination of the distribution of Soil
particle sizes in soil. Classification
Liquid & Used as an integral part of engineering classification systems
Plastic Limit, to characterize the fine-grained fraction of soils, and to Soil
Plasticity specify the fine-grained fraction of construction materials. Classification
Index
Permeability Used to determine the capacity of soil or rock to conduct a Groundwater
liquid or gas. Flow Analysis
p H Used to determine the degree of acidity or alkalinity of a soil. Corrosion
Potential
Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion
electrical currents. Potential
Used to evaluate the potential strength of subgrade soil, Pavement
R-Value subbase, and base course material, including recycled Thickness
materials for use in road and airfield pavements. Design
Soluble Used to determine the quantitative amount of soluble Corrosion
Sulphate sulfates within a soil mass. Potential
To obtain the approximate compressive strength of soils that Bearing Capacity
Unconfined possess sufficient cohesion to permit testing in the Analysis
Compression unconfined state. for
Foundations
Water Used to determine the quantitative amount of water in a soil Index Property
Content mass. Soil Behavior
Irerracon
REPORT TERMINOLOGY
Based on ASTM D653)
Allowable Soil The recommended maximum contact stress developed at the interface of the
Bearing Capacity foundation element and the supporting material.
Alluvium Soil, the constituents of which have been transported in suspension by flowing
water and subsequently deposited by sedimentation.
Aggregate Base A layer of specified material placed on a subgrade or subbase usually beneath
Course slabs or pavements.
Backfill A specified material placed and compacted in a confined area.
Bedrock A natural aggregate of mineral grains connected by strong and permanent
cohesive forces. Usually requires drilling, wedging, blasting or other methods of
extraordinary force for excavation.
Bench A horizontal surface in a sloped deposit.
Caisson (Drilled pier A concrete foundation element cast in a circular excavation which may have an
or Shaft) enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft.
Coefficient of A constant proportionality factor relating normal stress and the corresponding
Friction shear stress at which sliding starts between the two surfaces.
Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as
at the foot of a slope or cliff.
Compaction The densification of a soil by means of mechanical manipulation.
Concrete Slab -on- A concrete surface layer cast directly upon a base, subbase or subgrade, and
Grade typically used as a floor system.
Differential Unequal settlement or heave between, or within foundation elements of a
Movement structure.
Earth Pressure The pressure or force exerted by soil on any boundary such as a foundation
wall.
ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform
standard, (18,000 pound axle loads).
Engineered Fill Specified material placed and compacted to specified density and/or moisture
conditions under observations of a representative of a geotechnical engineer.
Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure
against a lateral support presumed to be equivalent to that produced by the
actual soil. This simplified approach is valid only when deformation conditions
are such that the pressure increases linearly with depth and the wall friction is
neglected.
Existing Fill (or Materials deposited through the action of man prior to exploration of the site.
man-made fill)
Existing Grade The ground surface at the time of field exploration.
Herracon
REPORT TERMINOLOGY
Based on ASTM D653)
Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of
moisture.
Finished Grade The final grade created as a part of the project.
Footing A portion of the foundation of a structure that transmits loads directly to the
soil.
Foundation The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth The depth of which the ground becomes frozen during the winter season.
Grade Beam A foundation element or wall, typically constructed of reinforced concrete,
used to span between other foundation elements such as drilled piers.
Groundwater Subsurface water found in the zone of saturation of soils, or within fractures
in bedrock.
Heave Upward movement.
Lithologic The characteristics which describe the composition and texture of soil and
rock by observation.
Native Grade The naturally occuring ground surface.
Native Soil Naturally occurring on -site soil, sometimes referred to as natural soil.
Optimum Moisture The water content at which a soil can be compacted to a maximum dry unit
Content weight by a given compactive effort.
Perched Water Groundwater, usually of limited area maintained above a normal water
elevation by the presence of an intervening relatively impervious continuing
stratum.
Scarify To mechanically loosen soil or break down existing soil structure.
Settlement Downward movement.
Skin Friction (Side The frictional resistance developed between soil and an element of structure
Shear) such as a drilled pier or shaft.
Soil (earth) Sediments or other unconsolidated accumulations of solid particles produced
by the physical and chemical disintegration of rocks, and which may or may
not contain organic matter.
Strain The change in length per unit of length in a given direction.
Stress The force per unit area acting within a soil mass.
Strip To remove from present location.
Subbase A layer of specified material in a pavement system between the subgrade and
base course.
Subgrade The soil prepared and compacted to support a structure, slab or pavement
system.
Irerrar-on