HomeMy WebLinkAboutBOSTON CHICKEN PUD PRELIMINARY - 79 93 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTLOG OF BORING NO. 3
page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Boston Chicken Inc.
ZTI Group
SITE Lemay Avenue
PROJECT
Fort Collins, Colorado
Boston Chicken Rotissorie Restaurant
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 BORING STARTED 11-15-91
WL g None W.D. = None A.B. Empire Laboratories BORING COMPLETED 11-15-93
WL Incorporated RIG CME-55 FOREMAN RLL
WL Division of Terracon APPROVED IVR$ JOB N 20935290
Checked 2 days A.B.
0 e
LOG OF BORING NO.
2
Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Boston Chicken Inc.
ZTI Group
SITE
Lemay Avenue
PROJECT
Fort Collins, Colorado
Boston Chicken Rotissorie Restaurant
SAMPLES
TESTS
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BOTTOM OF BORING
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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
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 11-15-91
WL
g None W.D.IT
14.5 A.B.
BORING COLLETED 11-15-93
WL
RIG CME-55
FOREMAN IRLL
LWL
Checked 2 days A.B.
APPROVED PjRS
JOB k 20935290
(0
LOG OF BORING NO. 1 Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Boston Chicken Inc.
ZTI Group .
SITE Lemay Avenue
PROJECT
Fort Collins, Colorado
Boston Chicken Rotissorie Restaurant
SAMPLES
TESTS
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WITH SAND AND COBBLES
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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 11-15-91
Empire Laboratories
U None WD•
None A.B.
BORING COMPLETED 11-15-93
Incorporated
Division of Terrdcon
FJOBWL
WL
RIG CME-55
FOREMAN RLL
R I
Checked 2 days A.B.
APPROVED jvRs
a 20935290
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f The Terracon Companies Inc.
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Boston Chicken Colorado Terracon
ELI Project No. 20935290
The analyses and recommendations in this report are based in part upon data obtained from the
field exploration. The nature and extent of variations beyond the location of test borings may not
become evident until construction. If variations then appear evident, it may be necessary to
reevaluate the recommendations of this report.
Our professional services were performed using that degree of care and skill ordinarily exercised,
under similar circumstances, by reputable geotechnical engineers practicing in this or similar
localities. No warranty, express or implied, is made. We prepared the report as an aid in design
of the proposed project. This report is not a bidding document. Any contractor reviewing this
report must draw his own conclusions regarding site con*ditions and specific construction
techniques to be used on this project.
fThis report is for the exclusive purpose of providing geotechnical engineering and/or testing
information and recommendations. The scope of services for this project does not include, either
specifically or by implication, any environmental assessment of the site or identification of
contaminated or hazardous materials or conditions. If the owner is concerned about the potential
for such contamination, other studies should be undertaken. We are available to discuss the scope
of such studies with you.
16
� 1
Boston Chicken Colorado Terracon
ELI Project No. 20935290
Additional Design and Construction Considerations:
• Exterior Slab Design and Construction: Exterior slabs -on -grade, exterior architectural
features, and utilities founded on, or in backfill may experience some movement due to the
volume change of the backfill. Potential movement could be reduced by:
• minimizing moisture increases in the backfill
• controlling moisture -density during placement of backfill
• using designs which allow vertical movement between the exterior features and
adjoining structural elements
• placing effective control joints on relatively close centers
• allowing vertical movements in utility connections
• Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type I Portland
cement is suitable for all concrete on and below grade. However, if there is no, or minimal
cost differential, use of ASTM Type II Portland cement is recommended for additional
sulfate resistance of construction concrete. Foundation concrete should be designed in
accordance with the provisions of the ACI Design Manual, Section 318-121.
GENERAL COMMENTS
It is recommended that the Geotechnical Engineer be retained to provide a general review of final
design plans and specifications in order that grading and foundation recommendations may be
interpreted and implemented. In the event that any changes of the proposed project are planned,
' the conclusions and recommendations contained in this report should be reviewed and the report
modified or supplemented as necessary.
The Geotechnical Engineer should also be retained to provide services during excavation, grading,
t foundation and construction phases of the work. Observation of footing excavations should be
!•� performed prior to placement of reinforcing and concrete to confirm that satisfactory bearing
materials are present and is considered a necessary part of continuing geotechnical engineering
services for the project. Construction testing of fill placed on the site is considered part of
continuing geotechnical engineering service for the project. Field and laboratory testing of
concrete and steel should be performed to determine whether applicable requirements have been
met. It would be logical for Empire Laboratories, Inc. to provide these services since we are most
qualified to determine consistency of field conditions with those data used in our analyses.
15
Boston Chicken Colorado 7erracon
ELI Project No. 20935290
Drainage:
• Surface Drainage:
1. Positive drainage should be provided during construction and maintained throughout
the life of the proposed facility. 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 iavements
should be sealed or eliminated. ,
�1 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 ten 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.
3. Downspouts, roof drains or scuppers should discharge into splash blocks or
extensions when the ground surface beneath such features is not protected by
exterior slabs or paving.
4. Sprinkler systems should not be installed within five feet of foundation walls.
Landscape irrigation adjacent to the foundation system should be minimized or
eliminated.
r • Subsurface Drainage: Free -draining, granular soils containing less than five percent fines.
(by weight) passing a No. 260 sieve should be placed adjacent to walls which retain earth.
A drainage system consisting of either weep holes or perforated drain lines (placed near the
base of the wall) should be used to intercept and discharge water which would tend to
ij saturate the backfill. Where used, drain lines should be embedded in a uniformly graded
�! filter material and provided with adequate clean -outs for periodic maintenance. An
impervious soil should be used in the upper layer of backfill to reduce the potential for
IIwater infiltration.
14
C <<
Boston Chicken Colorado
ELI Project No. 20935290
Terracon
Minimum Percent
Material Compaction (ASTM D698)
On -site soils:
Beneath foundations .................................... 95
Beneath slabs ....................................... 95
Beneath pavements ................................... 95
Imported fill:
Beneath foundations ................................... 95
Beneath slabs ....................................... 95
Beneath pavements................0................... 95
Miscellaneous backfill....................................... 90
5. On -site clay soils below slabs should be compacted within a moisture content of
optimum moisture to 2 percent above optimum. On -site clay below pavement and
imported granular soils should be compacted within a moisture range of 2 percent
below to 2 percent above optimum.
• Compliance: Recommendations for 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.
• Utility Construction: Excavations into the on -site soils will encounter a variety of
conditions. Excavations into the clays and bedrock 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.
13
Boston Chicken Colorado Terracon
ELI Project No. 20935290
• general site grading • exterior slab areas
• foundation areas • pavement areas
• interior floor slab areas • foundation backfill
2.
Select granular materials should be used as backf ill behind walls which retain earth.
3.
Frozen be fill backfill.
soils should not used as or
4.
Imported soils (if required) should conform to the following:
• Gradation (ASTM C136):
percent finer by weight
6100
...............................................
3" 70-100
No. 4 Sieve ....................................... 50-100
No. 200 Sieve ................................... 25 (max)
-
• Liquid Limit ... 35 (max)
• Plasticity Index 15 (max)
. • .. • ... • .... • ......... • ..........
5.
Aggregate base should conform to City of Fort Collins Class 5 or 6 specifications.
• Placement and Compaction:
1.
Place and compact fill in horizontal lifts, using equipment and procedures that will
recommended moisture contents and densities throughout the lift.
produce
2.
Uncompacted fill lifts should not exceed 10 inches loose thickness.
3.
No fill should be placed over frozen ground. .
4.
Materials should be compacted to the following:
12
10
Z,!(n
Boston Chicken Colorado
ELI Project No. 20935290
• Excavation:
Terracon
1. It is anticipated that excavations for the proposed construction can be accomplished
with conventional earthmoving equipment.
2. Some additional effort may be necessary to extract boulder sized materials,
particularly in deep narrow excavations such as utility trenches.
• Slab Subarade Preparation:
1. Where existing clay soils will support floor slab, the soils should be scarified,
moisture conditioned and compacted to a minimum depth of 6 inches.
2. A minimum 4-inch layer of clean, graded gravel or crushed rock devoid of fines
should be placed beneath slabs.
• Pavement Subarade Preparation:. The subgrade should be scarified, moistened as required,
and recompacted for a minimum depth of 8 inches prior to placement of fill and pavement
materials.
1. On -site clay soils may pump or become unstable or unworkable at high water
contents. Workability may be improved by scarifying and drying. Overexcavation
of wet zones and replacement with granular materials may be necessary. Use of
lime, fly ash kiln dust, cement or geotextiles could also be considered as a
stabilization technique. Adequate laboratory testing should be performed to.
evaluate the effectiveness of each chosen method of stabilization. Lightweight
excavation equipment may be required to reduce subgrade pumping.
• Fill Materials:
1. Clean on -site soils or approved imported materials may be used as fill material for
the following:
Boston Chicken Colorado
ELI Project No. 20935290
Terracon
Although fills or underground facilities, such as septic tanks, cesspools, basements, or
utilities, were not observed during site reconnaissance, such features might be encountered
during construction.
• Site Clearing:
1. Strip and remove existing vegetation, debris, and other deleterious materials from
proposed building and pavement areas. All exposed surfacesrshould be free of
mounds and depressions which could prevent uniform compaction.
2. All existing fill should be removed from below the proposed building. The upper
two feet of fill should be removed from below paved areas and stockpiled for reuse.
3. Unexpected fills or underground facilities may be encountered during site clearing,
such features should be removed, the excavation thoroughly cleaned and backfilled.
All excavations should be observed by the geotechnical engineer prior to backfill
placement.
4. Stripped materials consisting of organic materials should be wasted from the site,
or used to revegetate exposed slopes after completion of grading operations. If it
is necessary to dispose of organic materials on -site, they should be placed in non-
structural areas, and in fill sections not exceeding 5 feet in height.
5. Existing foundations from razed buildings should include removal of any concrete
to a depth of at least 3 feet below finished grade.
6. The site should be initially graded to create a relatively level surface to receive fill,
and to provide for a relatively uniform thickness of fill beneath proposed building
structures.
7. All materials derived from burned existing structures should be removed from the
site, and not be allowed for use in any fills.
8. All exposed areas which will receive fill,. once properly cleared and benched where
necessary, should be scarified to a minimum depth of twelve inches, conditioned
to near optimum moisture content, and compacted.
10
Boston Chicken Colorado Terracon
ELI Project No. 20935290
The performance of all pavements, but in particular the recommended asphalt sections, 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.
Preventative maintenance should be planned and provided for through an on -going pavement
management program in order to enhance future pavement performance. Preventative
maintenance activities are intended to slow the rate of pavement deterioration, and to preserve
the pavement investment.
Preventive maintenance consists of both localized maintenance (e.g. crack sealing and patching)
and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority
when implementing a planned pavement maintenance program and provides the highest return on
investment for pavements.
Recommended preventative maintenance policies for asphalt and jointed concrete pavements,
based upon type and severity of distress, are provided in Appendix D. Prior to implementing any
maintenance, additional engineering observation is recommended to determine the type, and
extent of preventative maintenance.
Earthwork:
• General Considerations: The conclusions contained in this report for the proposed
construction are contingent upon compliance with recommendations presented in this
f_ section.
9
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Boston Chicken Colorado Terracon
ELI Project No. 20935290
Where rigid pavements are used the concrete should be obtained from an approved mix design
with the following minimum properties:
• Compressive Strength @ 28 days ................... 3750 psi minimum
• Modulus of Rupture @ 28 days ..................... 650 psi minimum
• Strength Requirements ............................... ASTM C-94
• Minimum Cement Content ....................... e.. 5.5 sacks/cu.yd.
• Cement Type .................................... Type I Portland
• Entrained Air Content ................................ 6% + 2%
• Concrete Aggregate ................ ASTM C-33 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 spaced (in feet), at roughly twice the slab thickness (in
II inches), on center in either direction. Sawed joints should be cut within 24-hours of concrete
placement, and should be a minimum depth of 25% of slab thickness plus 1/4 inch. All joints
_. should be sealed to prevent entry of foreign material and dowelled where necessary for load
I- transfer. Where dowels cannot be used at joints accessible to wheel loads, pavement thickness
should be increased by 25 percent at the joints and tapered to regular thickness in 5 feet.
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,
• 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.
8
Boston Chicken Colorado Terracon
ELI Project No. 20935290
Recommended Pavement Section Thickness
(Inches)
Asphalt
Concrete
Surface
Aggregate
Base
Course
Plant Mix
Bituminous
Base
Course
Portland
Cement
Concrete
TOTAL
Traffic Area
Alternative
A
3"
5"
8"
Automobile
Parking
B
2"
3"
5"
C
5"
5"
A
3"
8"
11"
B
2"
4"
f
6"
Drive Areas
C
6"
6"
Each alternative should be investigated with respect to current material availability and economic
conditions. In view of the subgrade soil conditions and projected traffic, either full -depth asphalt
or rigid concrete pavement sections should be considered in areas of main traffic corridors, drive
bays or truck access. Rigid concrete pavement is recommended at the location of dumpsters
where trash trucks will park and load.
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 Class 5 or 6 specifications is recommended.
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 D-698), Within a moisture content range
of 2 percent below, to 2 percent above optimum. Where base course thickness exceeds 6 inches,
the material should be placed and compacted in two or more.lifts of equal thickness.
Asphalt concrete should be obtained from an approved mix design stating the Hveem properties,
optimum asphalt content, job mix formula, and recommended mixing and placing temperatures.
Aggregate used in asphalt concrete should meet a particular gradation. Use of materials meeting
Colorado Department of Transportation Grading C or CX specifications is recommended. The mix
design should be submitted prior to construction to verify its adequacy. The asphalt material
should be placed in maximum 3-inch lifts, and should be compacted to a minimum of 95% Hveem
density (ASTM D-1561).
7
l
Boston Chicken Colorado Terracon
ELI Project No. 20935290
the subsurface materials, a seismic site coefficient, "s" of 1.0 should be used for the design of
structures for the proposed project (Uniform Building Code, Table No.. 23-J).
Floor Slab Design and Construction: Low -swelling natural soils or engineered fill will support the
floor slab. Some differential movement of a slab -on -grade floor system is possible should the
subgrade soils become elevated in moisture content. Such movements are considered within
general tolerance for normal slab -on -grade movements. To reduce any 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 pro*ided 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. Maximum joint spacing of 15 to 20. feet in each direction is
recommended.
• 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
or crushed rock devoid of fines should be placed beneath interior slabs. For heavy
loading, reevaluation of slab and/or 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.
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 type and volume of traffic and using a group index
of 10 as the criterion for pavement design, the following minimum pavement thicknesses are
recommended:
2
Boston Chicken Colorado
ELI Project, No. 20935290 Terracon
Slab -on -grade construction is considered acceptable for use when subgrade soils consist of the
clays, provided that design and construction recommendations are followed. Existing fill should
be removed from below slabs on grade.
Foundation Systems: Due to the presence of non to low swelling soils on the site, spread footing
and/or grade beam foundations bearing upon undisturbed subsoils and/or engineered fill is
recommended for support of the proposed structure. The footings may be designed for a
maximum bearing pressure of 1,750 psf. In addition, the footings should be sized to maintain a
minimum dead -load pressure of 500 psf. 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.
Existing fill on the site should not be used for support of foundations without removal and
recompaction. 0
Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior
footings. The design bearing capacities apply to dead loads plus design live load conditions. The
design bearing capacity may, be increased by one-third when considering total loads that include
wind or seismic conditions.
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 or
differential settlements resulting from the assumed structural loads are estimated to be on the
order of 3/4-inch or less, provided that foundations are constructed as we recommend.
Additional foundation movements could occur if water from any source infiltrates the foundation
soils; therefore, proper drainage should be provided in the final design and during construction.
All foundation walls and masonry walls should be reinforced to reduce the potential for distress
caused by differential foundation movements. 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 significantly 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 Uniform Building Code. Based upon the nature of
L
Y
5
Boston Chicken Colorado Terracon
ELI'Project No. 20935290
• Well -Graded Gravel with Sand and Cobbles: The granular stratum was encountered at
depths of 6'% to 8'/: feet below the surface and extends beyond the depths explored. The
well -graded gravel contains varying amounts of sand and cobbles, is dense to extremely
dense in its in situ condition.
Laboratory Test Results: Laboratory test results indicate that the clay subsoils at shallow depth
have low swell potential and moderate bearing characteristics.
Groundwater Conditions: Groundwater was not encountered in any test boring at the time of field
exploration. When checked two days after drilling, groundwater was encountered at a depth of
14'/s feet in Boring 2. No groundwater was encountered in Borings 1 and 3 two days after
drilling. These observations represent only current groundwater conditions, and may not be
indicative of other times, or at other locations. Gilbundwater levels can be expected to fluctuate
with varying seasonal and weather conditions.
Based upon review of U.S. Geological Survey maps ('Hillier, et al, 1979), regional groundwater
is expected to be encountered in unconsolidated alluvial deposits on the site, at depths ranging
from 10 to 20 feet below the existing ground surface at the project site.
Fluctuations in groundwater levels can best be determined by implementation of a groundwater
monitoring plan. Such a plan would include installation of groundwater monitoring wells, and
periodic measurement of groundwater levels over a sufficient period of time.
CONCLUSIONS AND RECOMMENDATIONS
Site Development Considerations: The site appears suitable for the proposed construction
Potentially expansive soils will require particular attention in the design and construction.
Because of variations in the engineering properties of the on -site soils, foundation bearing levels,
structural loads, and possible final grades, the following foundation systems were evaluated for
use on the site:
• spread footings and/or grade beams bearing on undisturbed soils; and,
• spread footings and/or grade beams bearing on engineered fills.
2Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1979) in the
Boulder -Fort Collins -Greeley Area, Front Range Urban Corridor Colorado,United States Geological Survey, Map 1-8554
4
Boston Chicken Colorado
7erracon
ELI Project No. 20935290
The significance and purpose of each laboratory test is described in Appendix C. Laboratory test
results are presented in Appendix B, and were used for the geotechnical engineering analyses, and
the development of foundation and earthwork recommendations. All laboratory test were
performed in general accordance with applicable ASTM, local or other accepted standards.
SITE CONDITIONS
The site consists of a vacant parcel of land on the east side of Lemay Avenue. The area is
vegetated with grass and weeds. Cottonwood trees are located west of the proposed building.
The site is bordered on the north, south and east by commercial development and on the west by
Lemay Avenue. The property is relatively flat and has minor drainage to the northwest. An old
topographic map prepared by Stewart & Associates, Inc. indicates that two frame houses, a frame
garage and a frame barn occupied the area of the proposed restaurant. A large concrete slab was
located south of the property:
SUBSURFACE CONDITIONS
Mapping completed by the Colorado Geological Survey ('Hart, 1972), indicates the site in an area
of "Moderate Swell Potential". Potentially expansive materials mapped in this area include
bedrock, weathered bedrock and colluvium (surficial units).
Soil Conditions: As presented on Logs of Borings, the subsurface soils encountered at the site are
described in order of increasing depths:
• Fill Material and Silty Topsoil: A 1 to 6'/z foot layer of fill material was encountered at the
surface of Borings 1 and 3. The fill consists of a sandy lean clay mixed with cinders. It
is not known whether the fill has been uniformly or properly compacted. The fill was
probably placed in conjunction with filling of excavations of razed structures. A 6-inch
layer of silty topsoil was encountered below the surface of Boring 2. The topsoil has been
penetrated by root growth and organic matter.
• Sandy Lean Clay: This stratum was encountered below the topsoil and/or fill and extends
to the gravel below. The lean clay contains varying amounts of sand, is moist, stiff to hard
and exhibits generally moderate bearing characteristics.
'Hart, Stephen S., 1972, Potentialty Swelling Soil and Rock in the Front Range Urban Corridor, Colorado, Colorado
Geological Survey, Environmental Geology No. 7.
3
Boston Chicken Colorado Terracon
ELI Project No. 20935290
Field Exploration: A total of three test borings were drilled to depths of 10 to 15 feet at the
locations shown on the Site Plan, Figure 1. Two borings were drilled within the footprint of the
proposed building, and one boring was drilled in the area of proposed parking lot construction.
All borings were advanced with a truck -mounted drilling rig, utilizing 4-inch diameter solid stem
auger.
The location of borings were positioned in the field by measuring from existing site features and
from the intersections. Elevations were taken of the ground surface at each boring location by
measurements with an engineer's level from 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 to determine each.
Continuous lithologic logs of each boring were recorded by the engineering geologist during the
drilling operations. At selected intervals, samples of the subsurface materials were taken by
means of pushing thin -walled Shelby tubes, or by driving split -spoon samplers.
Penetration resistance measurements were taken with each sampling with the split -spoon by
driving the sampler with a 140 pound hammer falling 30 inches. When properly interpreted, the
penetration resistance is a useful index to the consistency, relative density or hardness of the
materials encountered.
Groundwater conditions were evaluated in each boring at the time.of site exploration, and two
days after drilling.
Laboratory Testing: All samples retrieved during the field exploration were returned to the
laboratory for evaluation 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, final boring logs prepared, and an applicable
laboratory testing program was formulated to determine engineering properties of the subsurface
materials. Boring Logs for the project are presented in Appendix A.
Selected soil samples were tested for the following engineering properties:
• Water content • Consolidation
• Dry density • Plasticity
• Unconfined compression • Soluble sulphate content
• Expansion
K
iGEOTECHNICAL ENGINEERING REPORT Terracon
PROPOSED BOSTON CHICKEN ROTISSERIE RESTAURANT
SOUTH LEMAY AVENUE AND PENNOCK PLACE
FORT COLLINS, COLORADO
ELI PROJECT NO. 20935290
NOVEMBER 23, 1993
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
Boston Chicken Rotisserie Restaurant to be located on South Lemay Avenue and Pennock Place
in Fort Collins, Colorado. The site is located in the Northwest 1 /4 of Section 18, Township 7
INorth, Range 68 West of the 6th Principal Meridian.
I The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil conditions
• groundwater conditions
0 foundation design and construction
I• 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, and experience with similar soil and structural
conditions.
PROPOSED CONSTRUCTION
The proposed construction is to consist of a single -story, slab -on -grade building. Driveway and
parking areas are planned adjacent to the restaurant. 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.
SITE EXPLORATION
The scope of the services performed for this project included site reconnaissance by an
engineering geologist, a subsurface exploration program, laboratory testing and engineering
analyses.
C
Boston Chicken Colorado
ELI Project No. 20935290
Q
TABLE OF CONTENTS (Cont'd)
Terracon
Page No.
APPENDIX A
Figure No.
SITEPLAN ........................................................... 1
Logs of Borings .......................................... Al thru A3
APPENDIX B
Laboratory Test Data:
Consolidation Test .........
Summary of Test Results
APPENDIX C: GENERAL NOTES
............................... B1
.................................... B2
Drilling & Exploration ............................................ C1
Unified Soil Classification ......................................... C2
Laboratory Testing, Significance and Purpose C3
Report Terminology ............................................. C4
APPENDIX D
Recommended Preventative Maintenance -Asphalt Concrete Pavements ......... D1
Recommended Preventative Maintenance -Jointed Concrete Pavements ......... D2
v
Boston Chicken Colorado Terracon
ELI Project No. 20935290
TABLE OF CONTENTS
Page No.
Letter of Transmittal................................................... i
INTRODUCTION..................................................... 1
PROPOSED CONSTRUCTION ........................................... 1
SITE EXPLORATION .................................................. 1
Field Exploration ............................................... 2
Laboratory Testing .............................................. 2
SITE CONDITIONS ................................................... 3
SUBSURFACE CONDITIONS ............................................ 3
Soil Conditions ......... .. ............................ ..... 3
Laboratory Test Results .......................................... 4
Groundwater Conditions .......................................... 4
CONCLUSIONS AND RECOMMENDATIONS ................................. 4
Site Development Considerations .................................... 4
Foundation Systems .................. ........................ 5
Seismic Considerations ........................................... 5
Floor Slab Design and Construction .................................. 6
Pavement Design and Construction ................................... 6
Earthwork.................................................... 9
General Considerations ........................................ 9
Site Clearing ........... 10
Excavation ............................................. 11
Slab Subgrade Preparation .................. ................... 11
Pavement Subgrade Preparation .. 11
Fill Materials ............................................ 11
Placement and Compaction ................................... 12
Compliance ............................................. 13
Utility Construction ........................................ 13
Drainage............................:....................... 14
Surface Drainage ......................................... 14
Subsurface Drainage ....................................... 14
Additional Design and Construction Considerations ...................... 15
Exterior Slab Design and Construction .......................... 15
Corrosion Protection ........................................ 15
GENERAL COMMENTS ............................................... 15
Boston Chicken Colorado Terracon
ELI Project No. 20935290
We have appreciated being of service to you in the geotechnical engineering phase of this project,
and are prepared to assist you during the construction phases as well. If you have any questions
concerning this report or any of our testing, inspection, design and consulting services, please do
not hesitate to contact us.
Sincerely,
EMPIRE LABORATORIES, INC.'-`` 1 `Y%
A Division of Th Te;conCornpanies, Inc. .AFF3 i
it R. Sh 0'nn s. ch
Senior Engineering Geologist
Reviewed by:
%�/�'fi� 'i C 'u ✓ CGGrC OC
^`'
W i
Chester C. Smith, P.E. 4•:v� , _
Division Manager
NRS/CCS/cic
r C!5,UO
Copies to: Addressee (2)
ZTI Group - Mr. Ed Zdenek (1)
a
0
November 23, 1993
Boston Chicken Colorado
9034 East Easter Place, Suite 100
JEnglewood, Colorado 80112
Attn: Mr. Mark E. Nelson
N
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
P.O. Box 503 • 301 No. Howes
Fort Collins, Colorado 80522
(303) 484-0359
FAX No. (303) 484-0454
Chester C. Smith, P.E.
Neil R. Sherrod, C.P.G.
Re: Geotechnical Engineering Report, Proposed Boston Chicken Rotisserie Restaurant
South,Lemay Avenue and Pennock Place
Fort Collins, Colorado
ELI Project No. 20935290
Empire Laboratories, Inc. (ELI) has completed a geotechnical engineering exploration for the
proposed Boston Chicken Rotisserie Restaurant to be located at the intersection of Lemay Avenue
and Pennock Place in southeast Fort Collins, Colorado. This study was performed in general
1 accordance with our proposal number D2093174 dated November 9, 1993.
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 foundations and other earth connected phases of this project are attached.
The subsurface exploration indicated soil conditions which are typical of soils commonly found in
the northeast portion of the Fort Collins area. The subsurface soils at the site consisted of fill
material underlain by sandy lean clay. The lean clay is underlain by well graded gravel with sand
and cobbles. The information obtained by the results of field exploration and laboratory testing
completed for this study indicates that the soils at the site have low expansive potential and
moderate bearing characteristics.
1 Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results,
we recommend that the proposed building be supported on a narrow spread footing and/or grade
beam foundation system. Slab -on -grade may be utilized for the interior floor system provided that
care is taken in the placement and compaction of the subgrade soil.
Other design and construction details, based upon geotechnical conditions, are presented in the
report.
1� Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers
Arizona: Tucson ■ Colorado: Colorado Springs, Denver, Ft. Collins. Greeley, Longmont m Idaho: Boise (i Illinois: Bloomington.
-- Chicago, Rock Island ■ Iowa: Cedar Falls, Cedar Rapids. Davenport, Des Moines, Storm Lake 0 Kansas: Lenexa, Topeka,
Wichita ■ Minnesota: St. Paul N Missouri: Kansas City ■., Nebraska: Lincoln, Omaha ■ Nevada: Las Vegas
■ Oklahoma: Oklahoma City, Tulsa ■ Texas: Dallas ■ Utah: Salt lake City M Wyoming: Cheyenne
QUALITY ENGINEERING SINCE 1965
GEOTECHNICAL ENGINEERING REPORT
PROPOSED BOSTON CHICKEN ROTISSERIE RESTAURANT
SOUTH LEMAY AVENUE AND PENNOCK PLACE
'FORT COLLINS, COLORADO
ELI PROJECT NO. 20935290
Prepared for:
BOSTON CHICKEN COLORADO
9034 EAST EASTER PLACE, SUITE 100
ENGLEWOOD, COLORADO 80112
ATTN: MR. MARK E. NELSON
Empire Laboratories, Inc.
A Division of. The Terracon Companies, Inc.