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GEOTECHNICAL AND MATERIALS ENGINEERS �r
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GEOTECHNICAL REPORT
PROPOSED WEST VAIL FIRE STATION
2399 NORTH FRONTAGE ROAD WEST
VAIL, COLORADO
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Prepared for:
Todd Oppenheimer
Department of Public Works
Town of Vail
1309 Elkhorn Drive
Vail, CO 81657
Job No. 09-033 August 6, 2009
DENVER: ]2364 West Alameda Prkwy.,Suite 115,Lakewood,CO 80228(303)989-1223
GRAND JUNCTION:529 25 1/2 Rd�Suite 201 •Grand Junction,CO SISOS(970)241-7700
AVON/SILVERTHORNE: (970)949-6009
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
TABLE OF CONTENTS
SCOPE 1
EXECUTIVE SUMMARY 1
SITE CONDITIONS 4
PROPOSED CONSTRUCTION 5
SUBSURFACE EXPLORATION 5
SUBSURFACE CONDITIONS 6
RADON 7
MOLD 8
EXISTING STRUCTURES 8
EXISTING FILL 9
GROUND WATER 10
EXCAVATIONS ,,,� 11
SHORING 12
SEISMICITY 12
FOUNDATIONS 12
FLOOR SYSTEM 14
EXTERIOR SLABS-ON-GRADE 16
FOUNDATION DRAINAGE 17
LATERAL WALL LOADS 18
RETAINING WALLS 19
SURFACE DRAINAGE 20
IRRIGATION 21
COMPACTED FILL 21
PAVEMENT DESIGN 22
Flexible Pavement Desi�n 23
Rigid Pavement Design 24
Pavement Materials 25
Subgrade Stabilization 26
Construction Considerations 27
Draina�e 28
LIMITATIONS 28
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
LIST OF FIGURES
VICINITY MAP Fig. 1
LOCATIONS OF EXPLORATORY BORINGS Fig. 2
LOGS OF EXPLORATORY BORINGS Fig. 3
LEGEND OF EXPLORATORY BORINGS Fig. 4
GRADATION TEST RESULTS Figs. 5 and 6
SWELL-CONSOLIDATION TEST RESULTS Fig. 7
FOUNDATION EXCAVATION RECOMMENDATIONS Fig. 8
TYPICAL EXTERIOR WALL DRAIN DETAIL Fig. 9
TYPICAL RETAINING WALL DRAIN DETAIL Fig. 10
SUMMARY OF LABORATORY TEST RESULTS Table I
PAVEMENT DESIGN CALCULATIONS Appendix A
PAVEMENT CONSTRUCTION RECOMMENDATIONS Appendix B
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July 31,2009 KOECHLEIN CONSDLTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
SCOPE
This report presents the results of a geotechnical subsurface exploration for the �
proposed fire station to be constructed at 2399 North Frontage Road West in Vail,
Colorado. The approximate site location is shown on the Vicinity Map, Fig. 1. The
purpose of this report is to present our evaluation of the subsurface conditions at the site
and to provide geotechnical recommendations for the proposed fire station.
This report includes descriptions of subsurface soil and ground water conditions
encountered in the exploratory borings, recommended foundation design and construction
criteria, allowable bearing capacity, recommended pavement sections, and recommended
pavement design and construction criteria for the proposed construction. This report was
prepared from data developed during our subsurface exploration and our experience with
similar projects and subsurface conditions in the area.
The recommendations presented in this report are based on a fire station being
constructed in the location shown on the Locations of Exploratory Borings, Fig. 2. We
should be contacted by the contractor and/or owner to review our recommendations when
final plans for the structure have been completed. A summary of our findings and
conclusions is presented in the following paragraphs.
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EXECUTIVE SUMMARY
1. Subsurface conditions encountered in the exploratory borings varied. The
subsurface conditions encountered in boring TH-1 consisted of 1.5 inches
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
of asphalt underlain by 4 inches of roadbase. Beneath the roadbase,
subsurface conditions consisted of a medium dense, gravelly, sandy,
clayey silt with scattered cobbles to the maximum depth explored of 12.0
feet. The subsurface conditions encountered in boring TH-2 consisted of 6
inches of roadbase underlain by existing fill to a depth of 11.0 feet. The
existing fill is characterized by a stiff to very stiff, gravelly, sandy clay
with scattered cobbles and organics. Underlying the existing fill,
subsurface conditions consisted of a stiff, sandy, silty clay to a depth of
13.0 feet. Beneath the sandy, silty clay, subsurface conditions consisted of
medium dense to dense gravel with scattered cobbles and boulders and
lenses of fine sands to the maximum depth explored of 20.0 feet. The
subsurface conditions encountered in boring TH-3 consisted of 3.5 inches
of asphalt underlain by 4 inches of roadbase. Beneath the roadbase,
subsurface conditions consisted of a stiff, sandy, silty clay to a depth of
14.0 feet. Below the sandy, silty clay, subsurface conditions consisted of
medium dense to dense gravel with scattered cobbles and boulders and
lenses of fine sands to the maximum depth explored of 20.0 feet. Refer to
the SUBSURFACE CONDITIONS section of this report for additional
information.
2. At the time of drilling, ground water was encountered in exploratory
boring TH-2 at a depth of 11.5 feet and in exploratory boring TH-3 at a
depth of 14.0 feet. No free groundwater was encountered in exploratory
boring TH-1 to the maximum depth explored of 12.0 feet. Refer to the
GROUND WATER section of this report for additional details.
3. Currently, a four-tiered, gravity retaining wall borders the north and west
sides of the site. Special considerations should be taken into account
during construction due to the presence of existing structures. Refer to the
EXISTING STRUCTURES section of this report for additional
information.
4. Existing fill was encountered in exploratory boring TH-2 to a depth of
11.0 feet. The existing fill is characterized by a black, tan, olive, moist,
stiff to very stiff, gravelly, sandy clay with scattered cobbles and organics.
Refer to the EXISTING FILL section of this report for additional
information.
5. We anticipate that the subsurface conditions at the foundation elevation
for the proposed fire station will consist of either sandy, silty clay, existing
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JobNo.09-033 Geotechnical and Materials Engineers
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fill, or gravelly, sandy, clayey silt with scattered cobbles. Due to the
'"� presence of existing fill at the foundation elevation, special considerations
should be taken into account when constructing the foundation system for
the proposed fire station. Refer to the FOLTNDATIONS section of this
report for more details.
6. We anticipate that the subsurface conditions at the proposed slabs-on-
grade elevation will consist of either sandy, silty clay, existing fill, or
gravelly, sandy, clayey silt with scattered cobbles. Due to the presence of
existing fill, special considerations should be taken into account when
constructing slabs-on-grade. Refer to the FLOOR SYSTEM and
EXTERIOR SLABS-ON-GRADE sections of this report for more details.
7. Based on the conditions encountered in the exploratory borings we
anticipate that heavy duty construction equipment will be necessary to
complete the required excavations. Refer to the EXCAVATIONS section
of this report for more details.
8. Based on the subsurface soil profile, this site has a seismic site
classification of Site Class C. Refer to the SEISMICITY section of this
report for additional details.
9. Drainage around the fire station should be designed and constructed to
provide for rapid removal of surface runoff and avoid concentration of
water adjacent to foundation walls. Refer to the SURFACE DRAINAGE
section of this report for details.
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10. The potential for radon gas is a concern in the area. Building design
should include ventilation systems for below grade levels. Refer to the
RADON section of this report for additional details.
11. Mold has become a concern with new construction. Refer to the MOLD
section of this report for additional details.
A � 12. Laboratory testing on the subgrade samples obtained from exploratory
boring TH-1 indicated that the soils classify as A-4 soils in accordance
with the AASHTO classification system. The pavement designs presented
in this report are based on the subgrade soils classifying as A-4 soils.
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
13. Pavement thickness recommendations for the proposed parking lot and
access drive are presented in the PAVEMENT DESIGN section and in
Appendix A of this report.
14. Pavement construction recommendations are presented in the
PAVEMENT DESIGN and Construction Considerations sections of this
report as well as in Appendix B.
SITE CONDITIONS
The proposed fire station will be located at 2399 North Frontage Road West in
Vail, Colorado. The lot is accessed from North Frontage Road West, which borders the
site to the south. The site is bordered to the west by an existing retaining wall system and
to the north by vacant land. The eastern edge of the site is bordered by a gas station.
Based on conversations with the Town of Vail, it is our understanding that the site was
previously occupied by a commercial restaurant. The structure was demolished prior to
our subsurface exploration. At the time of our subsurface exploration,the subject lot was
vacant and being used as a parking lot. The existing parking lot has been paved with
flexible pavement. Site topography is generally level with a gentle slope down towards a
southeasterly direction at an approximate grade of 5 to 10 percent. The topography on the
western side of the lot is steeply sloping to the southeast at an approximate grade of 35 to
40 percent. Vegetation consists of two landscaped islands containing grasses and small
pine trees. Pine and aspen trees, grasses, and weeds surround the site. Large boulders
have been incorporated into the surrounding landscaping.
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
PROPOSED CONSTRUCTION
Prior to the start of our subsurface exploration, a site plan of the proposed fire
station was provided by the Town of Vail. Based on our conversations with the Town of
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Vail, we understand that the grading of the site will be cut down 2 feet for the proposed
fire station as well as the proposed parking lot. We anticipate that the proposed fire
station will consist of a two to three-story building with a portion of the building below
s
grade on the western side. We anticipate that the fire station will be constructed of cast-
in-place concrete and wood frame construction with slabs-on-grade. We anticipate that a
portion of the existing retaining wall system will be removed and two new retaining walls
will be constructed. Due to the presence of existing fill and the construction of a portion
of the building below grade level, we anticipate that excavations for the proposed fire
station will vary from 4 to 14 feet in depth, after reducing the site grade by 2 feet.
In addition, we anticipate that an access drive and parking lot will be constructed
adjacent to the proposed fire station. We anticipate that the proposed access drive and
parking lot will be of both flexible and rigid pavement construction.
SUBSURFACE EXPLORATION
Subsurface conditions were explored at this site on July 23, 2009 by drilling three '
exploratory borings (TH-1 thru TH-3) with a 4-inch, solid-stem auger mounted on a
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tracked drill rig at the locations shown on the�Locations of Exploratory Borings, Fig. 2.
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
An engineer from our office was on site during the subsurface exploration to supervise
the drilling of the exploratory borings and to visually classify and document the
subsurface soils and ground water conditions. Graphical logs of the subsurface
conditions encountered in the exploratory borings are presented on the Logs of
Exploratory Borings,Fig. 3; and on the Legend of Exploratory Borings,Fig. 4.
Selected samples were tested in our laboratory to determine their natural moisture
content, natural dry density, gradation properties, Atterberg limits, and swell-
consolidation potential. Results of the laboratory testing are presented on the Logs of
Exploratory Borings, Fig. 3; on the Gradation Test Results, Figs. 5 and 6; on the Swell-
Consolidation Test Results, Fig. 7; and on the Summary of Laboratory Test Results,
Table I.
SUBSURFACE CONDITIONS
Subsurface conditions encountered in the exploratory borings varied. The
subsurface conditions encountered in boring TH-1 consisted of 1.5 inches of asphalt
underlain by 4 inches of roadbase. Beneath the roadbase, the subsurface conditions
consisted of a tan to brown, slightly moist, medium dense, gravelly, sandy, clayey silt
with scattered cobbles to the maximum depth explored of 12.0 feet. The subsurface
conditions encountered in boring TH-2 consisted of 6 inches of roadbase underlain by
existing fill. The existing fill is characterized by a black, tan, olive, moist, stiff to very
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JobNo.09-033 Geotechnical and Materials Engineers
stiff, gravelly, sandy clay with scattered cobbles and organics to a depth of 11.0 feet.
Beneath the existing fill, the subsurface conditions consisted of a brown, red brown,
slightly moist to wet, stiff, sandy, silty clay to a depth of 13.0 feet. Below the sandy, silty
clay, the subsurface conditions consisted of red brown, wet, medium dense to dense
gravel with scattered cobbles and boulders and lenses of fine sands to the maximum depth
explored of 20.0 feet. Subsurface conditions encountered in boring TH-3 consisted of 3.5
inches of asphalt underlain by 4 inches of roadbase. Underlying the roadbase, the
subsurface conditions consisted of a brown, red brown, slightly moist to moist, stiff,
sandy, silty clay to a depth of 14.0 feet. Below the sandy, silty clay, the subsurface
conditions consisted of red brown, wet, medium dense to dense gravel with scattered
cobbles and boulders and lenses of fine sands to the maximum depth explored of 20.0
feet.
At the time of drilling, ground water was encountered in boring TH-2 at a depth of
11.5 feet and in boring TH-3 at a depth of 14.0 feet. Ground water was not encountered
in boring TH-1 to the maximum depth explored of 12.0 feet.
RADON
In recent years, radon gas has become a concern. Radon gas is a colorless,
odorless gas that is produced by the decay of minerals in soil and rock. The potential for
radon gas in the subsurface strata of mountain terrain is likely. Because we anticipate that
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Mate�ials Engineers
the building will be constructed with a portion of the building below grade, the risk of
radon gas occurring in the building will be moderate. The portion of building below
grade should be designed with a ventilation system in order to reduce the risk of radon
gas occurring in the building.
MOLD
Mold has become a concern with new construction. Mold tends to develop in
dark or damp areas such as below grade levels, under floor spaces, or bathrooms.
Recommendations for the prevention, remediation, andlor mitigation of mold is outside
the scope of this report. We recommend that the owner contact a Professional Industrial
Hygienist for recommendations for the prevention, remediation, and/or mitigation of
mold.
EXISTING STRUCTURES
� At the time of our subsurface exploration, an existing, four-tiered retaining wall
was located on the western side of the site. Based on our observations, the wall is
constructed out of stacked timbers supported by additional timbers arranged
perpendicularly to the face of the wall, embedding into the slope and appears to be a
timber crib wall. Mesh wire has been installed on the back side of the timbers and then
backfilled with large gravels. We will be conducting a separate exploration to assess the
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August 6,2009 KOECHLEIN CONSULTINC ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
stability of the retaining wall and surrounding slope prior to any excavation.
Although we anticipate that the existing foundations were removed during the
demolition of the previous development, it is possible that existing foundations or fill
from the demolition could be encountered during construction of the proposed fire
station. We recommend that shallow foundations or existing fill encountered during
excavation be completely removed and replaced with compacted structural fill prior to
construction of the proposed fire station. Compacted structural fill, required after the r
removal of the existing foundation systems or existing fill, should be moisture treated and
compacted as recommended in the COMPACTED FILL section of this report.
EXISTING FILL
Existing fill was encountered at this site in exploratory boring TH-2 to a depth of
11.0 feet. Greater depths of existing fill could be encountered across the site. The
existing fill is characterized by a black, tan, olive, moist, stiff to very stiff, gravelly, sandy
clay with scattered cobbles and organics. Based on review of topographic maps of
varying ages of this area, we anticipate that this site was once occupied by a creek
drainage. Due to the presence of organics, the depth of fill, and the unknown placement
method, we do not recommend that the proposed structures be constructed on the existing
fill. The extents of the existing fill cannot be accurately identified due to the limited
number of borings drilled at this site. If the owner would like to determine the extents of
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
the existing fill, we recommend an additional exploration using exploratory test pits be
performed.
Existing fill should be removed and replaced with properly moisture treated and
compacted new structural fill below the area of proposed construction. Refer to the
COMPACTED FILL section of this report for additional information. Based on the
drilling characteristics and quality of the existing fill encountered in boring TH-2, we
anticipate that, if deleterious materials are removed, the existing fill is suitable for use as
structural fill. However, a representative of our office must observe the excavated fill to
confirm its suitability for use on this project, prior to placement.
GROUND WATER
At the time of drilling, ground water was encountered in boring TH-2 at a depth of
11.5 feet and in boring TH-3 at a depth of 14.0 feet. Ground water was not encountered
in boring TH-1 to the maximum depth explored of 12.0 feet. Based on the conditions
encountered during drilling, we anticipate that ground water will not influence the
construction of the majority of the proposed fire station. However, it is possible that
ground water may be encountered when constructing the portion of building below grade
along the western edge of the proposed fire station. In addition, ground water may be
encountered at shallower depths during wetter times of the year. Ground water may be
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August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materia[s Engineers
controlled by excavating shallow trenches within the foundation excavation and sloping
them to daylight or a sump pit where water can be pumped out.
EXCAVATIONS
Due to the presence of existing fill, we anticipate that excavations of up to 14 feet
will be required for construction of the proposed fire station. Based on the subsurface
conditions encountered in the exploratory borings, it is our opinion that heavy duty
construction equipment will be necessary to complete the required excavations.
Existing fill was encountered to a depth of 11.0 feet; however, greater depths of
existing fill could be encountered across the site. In addition, asphalt was encountered to
varying depths of 1.5 to 3.5 inches; however, greater amounts of asphalt could be
encountered across the site. All existing fill and asphalt should be removed from below
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the proposed fire station prior to construction.
Care needs to be exercised during construction so that the excavation slopes
remain stable. In our opinion, the existing fill, the sandy silty clay, and the gravelly,
sandy, clayey silt with scattered cobbles classify as Type B soils in accordance with
OSHA regulations. OSHA regulations should be followed in all excavations and cuts.
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SHORING
We anticipate that excavation depths up to 14 feet on the western side of the
proposed fire station may be necessary to complete the proposed construction. Due to the
depth of excavation it may not be possible to slope all of the excavation sides as required
by OSHA regulations. We anticipate that this deep excavation will need to be shored
during construction activities. We recommend a contractor specializing in shoring design
and construction be contacted for design recommendations and construction of the
shoring.
SEISMICITY
The subsurface soil conditions encountered within the exploratory borings
indicate that the soil profile classifies as very dense soil and soft rock in accordance with
the 2006 International Building Code (IBC). Based on this classification, it is our opinion
that the subject site has a seismic site classification of Site Class C.
FOUNDATIONS
We anticipate that the subsurface conditions at the foundation elevation for the
proposed fire station will consist of either sandy, silty clay, existing fill, or gravelly,
sandy, clayey silt with scattered cobbles. Laboratory analysis indicates that the sandy,
silty clay has nil swell potential and therefore is non-expansive. We do not recommend
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JobNo.09-033 Geolechnical and Materials Engineers
that a spread footing foundation system be constructed on the existing fill, however, if all
existing fill is removed and replaced with properly moisture treated, compacted structural
fill, it is our opinion that a spread footing foundation system may be used to support the
proposed fire station. A spread footing foundation system constructed on either the
gravelly, sandy, clayey silt with scattered cobbles, the sandy, silTy clay, or new structural
fill could support the proposed fire station with a low risk of movement. We recommend
that spread footings be designed and constructed to meet the following criteria:
1. Footings should be supported by either the sandy, silty clay, the gravelly,
sandy, clayey silt with scattered cobbles, or properly moisture conditioned
and compacted new fill. All existing fill should be removed and replaced
with a properly moisture conditioned and compacted non-expansive
structural fill.
2. We recommend footings constructed on the either the sandy, silty clay, the
gravelly, sandy, clayey silt with scattered cobbles, or properly moisture
conditioned and compacted new fill be designed for a maximum allowable
soil bearing pressure of 2,500 psf.
3. Spread footings constructed on the sandy, silty clay, the gravelly, sandy,
clayey silt with scattered cobbles, and properly moisture conditioned and
compacted new fill may experience up to 1 inch of differential movement
between foundation elements. Because the soils are clayey, we anticipate
that the majority of the differential movement will occur after
construction.
4. Compacted fill placed beneath spread footings should extend at a 1 to 1
(Horizontal to Vertical) slope from the outside edge of the footings.
Excavation recommendations beneath spread footings are shown in the
Foundation Excavation Recommendations,Fig. 8.
5. Foundation systems should be designed to span a distance of at least 10.0
feet in order to account for anomalies in the soil or fill.
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JobNo.09-033 Geotechnical and Materials Engineers
6. The base of the exterior footings should be established at a minimum
depth below the exterior ground surface, as required by the local building
code. The Town of Vail requires a depth for frost protection of 4 feet.
7. Column footings should have a minimum dimension of 24 inches square
and continuous wall footings should have a minimum width of 16 inches.
Footing widths may be greater to accommodate structural design loads.
8. Fill should be placed and compacted as outlined in the COMPACTED
FILL section of this report. We recommend that a representative of our
office observe and test the placement and compaction of structural fill
used in foundation construction. It has been our experience that without
engineering quality control, poor construction techniques occur which
result in unsatisfactory foundation performance.
9. We recommend that a representative of our office must observe the
completed foundation excavation. Variations from the conditions
described in this report, which were not indicated by our borings, can
occur. The representative can observe the excavation to evaluate the
exposed subsurface conditions and make the necessary recommendations.
FLOOR SYSTEM
We anticipate that the subsurface conditions at the floor slab elevations for the
proposed fire station will consist of the sandy, silty clay, existing fill, or the gravelly,
sandy, clayey silt with scattered cobbles. It is our opinion that the floor slabs bearing on
the sandy, silty clay, or the gravelly, sandy, clayey silt with scattered cobbles should have
a low risk of movement. Floor slabs constructed on a combination of existing fill and
natural soils will have a high risk of differential movement. If the owner is willing to
accept a high risk of movement, then slabs-on-grade may be constructed on the existing
fill and natural soils. If the owner would like to reduce the risk of movement to a low
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JobNo.09-033 Geotechnica[ and Materials Engineers
level, we recommend removing all of the existing fill and replacing it with properly
moisture conditioned and compacted new structural fill. We recommend the following
precautions for the construction of slab-on-grade floors:
1. If the owner is willing to accept a high risk of movement, slab-on-grade
floors may be constructed on the existing fill.
2. If the owner would like to reduce the risk of slab movement, slab-on-grade
floors could be constructed on properly moisture treated natural soils or a
combination of properly moisture treated natural soils and new structural
fill.
3. Slabs may be placed on the properly scarified and moisture treated natural
soils or structural fill.
4. Slabs-on-grade may be designed using a modulus of subgrade reaction of
90 psi.
5. Slabs should be separated from exterior walls and interior bearing
members. Vertical movement of the slabs should not be restricted.
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6. Slab-bearing partitions should be minimized. Where such partitions are
necessary, a slip joint should be constructed to allow free vertical
movement of the partitions
7. Heating and air conditioning systems supported by slabs should be
provided with flexible connections so that slab movement is not transmitted
to duct work. �
8. Freyuent control joints should be provided in all slabs to reduce problems
associated with shrinkage.
9. Fill beneath slabs-on-grades may consist of approved on-site soils or
approved fill. Fill should be placed and compacted as recommended in the
COMPACTED FILL section of this report. Placement and compaction of
fill beneath slabs should be observed and tested by a representative of our
office.
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EXTERIOR SLABS-ON-GRADE
The subgrade at the proposed exterior slabs-on-grade elevations will consist of the
sandy, silty clay,the existing fill, or the gravelly, sandy, clayey silt with scattered cobbles.
Exterior slabs-on-grade constructed on the existing fill could have a high risk of
differential movement. If the owner is willing to accept a high level of risk, then exterior
slabs-on-grade may be constructed on a combination of existing fill and natural soils. If
the owner would like to reduce the risk of movement to a low level, we recommend
removing a minimum of 3 feet of the existing fill and replacing it with properly moisture
conditioned and compacted new structural fill.
Due to the fine-grained nature of the natural on-site soils, the possibility of frost
heave in exterior slabs-on-grade is high. Proper drainage will help to reduce the risk of
frost heave. It is our opinion that properly drained, natural soils will support the exterior
slabs-on-grade with a low risk of movement. If the owner would like to reduce the risk of
frost heave, we recommend that 3 feet of the natural, fine-grained soils be removed and
replaced with properly moisture conditioned and compacted imported, granular fill.
Regardless of which option is selected, we recommend the following precautions
for the construction of exterior slabs-on-grade floors at this site:
L If the owner is willing to accept a high risk of movement, than exterior
slabs-on-grade may be placed on the existing fill.
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JobNo.09-033 Geotechnical and Materials Engineers
2. If the owner would like to reduce the risk of movement to a low level, we
recommend removing 3 feet of existing fill and replacing it with properly
moisture conditioned and compacted new structural fill.
3. Proper drainage should be maintained to reduce the risk of frost heave. If
the owner would like to further reduce the risk of frost heave in exterior
slabs, we recommend that 3 feet of natural, fine-grained soils be removed
and replaced with properly moisture conditioned and compacted imported,
granular fill.
4. Exterior slabs-on-grade may be designed using a modulus of subgrade
reaction of 90 psi/in.
5. Exterior slabs should be separated from the building. These slabs should
be reinforced to function as independent units. Movement of these slabs
should not be transmitted directly to the foundations or walls of the
buildings.
6. Frequent control joints should be provided in all slabs to reduce problems
associated with shrinkage of concrete.
7. Fill beneath exterior slabs-on-grades may consist of approved on-site soils
or approved fill. Fill should be placed and compacted as recommended in
the COMPACTED FILL section of this report. Placement and compaction
of fill beneath slabs should be observed and tested by a representative of
our office.
FOUNDATION DRAINAGE
Surface water, especially that originating from rain or snowmelt, tends to flow
through relatively permeable backfill typically found adjacent to foundations. The water
that flows through the fill collects on the surface of relatively impermeable soils
occurring at the foundation elevation. Both this surface water and possible ground water
can cause wet or moist below grade conditions after construction.
17
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
It is our understanding that a portion of the proposed fire station will be
constructed below grade. We recommend the installation of a drain along the below
grade foundation walls. The drain should consist of a 4-inch diameter perforated pipe
encased in free draining gravel and a manufactured wall drain. The drain should consist
of a 4-inch diameter perforated pipe encased in free draining gravel. The gravel should
have a maximum size of 1.5 inches and have a maacimum of 3 percent passing the No.
200 sieve. Washed concrete aggregate or screened rock will be satisfactory for the
drainage layer. The drain should be sloped so that water flows to a sump where the water
can be removed by pumping or to a positive gravity outlet. Recommended details for a
typical wall drain are presented in the Typical Exterior Wall Drain Detail, Fig. 9.
LATERAL WALL LOADS
We anticipate that below grade walls, which require lateral earth pressures, will be
constructed for this project. Lateral earth pressures depend on the type of backfill and the
height and type of wall. Walls, which are free to rotate sufficiently to mobilize the
strength of the backfill, should be designed to resist the "active" earth pressure condition.
Walls that are restrained should be designed to resist the "at rest" earth pressure condition.
The following table presents the lateral wall pressures that may be used for design.
18
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
Earth Pressure Condition Equivalent Fluid Pressure
c
Active 40
At-rest 60
Passive 300
Notes:
1. Equivalent fluid pressures are for a horizontal backfill condition with no hydrostatic
pressures or live loads.
2. A coefficient of friction of 0.3 may be used at the base of footings to resist lateral wall
loads.
Backfill placed behind or adjacent to foundation walls should be placed and
compacted as recommended in the COMPACTED FILL section of this report. Placement
and compaction of the fill should be observed and tested by a representative of our office.
RETAINING WALLS
We anticipate that the development of the site will require the construction of
retaining walls. Foundation design criteria for the proposed retaining walls are presented
in the FOUNDATIONS section of this report. Lateral earth loads for retaining wall
designs are presented in the LATERAL WALL LOADS section of this report. In order to
reduce the possibility of developing hydrostatic pressures behind retaining walls, a drain
should be constructed adjacent to the walls. The drain may consist of a manufactured
drain system and gravel. The gravel should have a maximum size of 1.5 inches and have
a maximum of 3 percent passing the No. 200 sieve. Washed concrete aggregate will be
satisfactory for the drainage layer. The manufactured drain should extend from the
bottom of the retaining wall to within 2 feet of subgrade elevation. The water can be
19
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
drained by a perforated pipe with collection of the water at the bottom of the wall leading
to a positive gravity outlet. A typical detail for a retaining wall drain is presented in the
Typical Retaining Wall Drain Detail, Fig. 10.
SURFACE DRAINAGE
Reducing the wetting of structural soils can be achieved by carefully planned and
maintained surface drainage. We recommend the following precautions be observed
during construction and maintained at all times after the fire station is completed.
1. Wetting or drying of the open excavation should be minimized during
construction.
2. All surface water should be directed away from the top and sides of the
excavation during construction.
3. The ground surface surrounding the exterior of the fire station should be
sloped to drain away from the building in all directions. We recommend a
slope of at least 12 inches in the first 10 feet.
4. Hardscape (concrete and asphalt) should be sloped to drain away from the
fire station. We recommend a slope of at least 2 percent for all hardscape
within 10 feet of the fire station.
5. Backfill, especially around foundation walls, should be placed and
compacted as recommended in the COMPACTED FILL section of this
report.
6. Roof drains should discharge at least 10 feet away from foundation walls
with drainage directed away from the fire station.
7. Surface drainage for this site should be designed by a Professional Civil
Engineer.
20
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
IRRIGATION
= Irrigation systems installed next to foundation walls or sidewalks could cause
;
consolidation of backfill below and adjacent to these areas. This can result in settling of
exterior steps, patios, and/or sidewalks constructed on these soils. We recommend the
following precautions be followed:
1. Do not install an irrigation system next to foundation walls. The irrigation
' system should be at least 10 feet away from the fire station.
2. Irrigation heads should be pointed away from the structure or in a manner
that does not allow the spray to come within 5 feet of the fire station or the =
face of the retaining walls.
3. The landscape around the irrigation system should be sloped so that no
ponding occurs at the irrigation heads.
4. Install landscaping geotextile fabrics to inhibit growth of weeds and to
allow normal moisture evaporation. We do not recommend the use of a
plastic membrane to inhibit the growth of weeds.
5. Control valve boxes, for automatic irrigation systems, should be located at
least 10 feet away from the structure and periodically checked for leaks
and flooding.
COMPACTED FILL
Structural fill for this project may consist of approved the on-site sandy, silty clay
the gravelly, sandy, clayey silt with scattered cobbles, the existing fill free of deleterious
materials, or imported granular fill. The imported fill may consist of non-expansive silty
or clayey sands or gravels with up to 30 percent passing the No. 200 sieve and a
maximum plasticity index of 10. No cobbles or boulders larger than 10 inches should be
21
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
placed in fill areas. Fill areas should be stripped of all vegetation and topsoil, scarified,
and then compacted. Topsoil may be used in landscape areas. Fill should be placed in
thin loose lifts then moisture treated and compacted as shown in the following table. The
recommended compaction varies for the given use of the fill.
Recommended Com action
Percentage of the Percentage of the
Use of Fill Standard Proctor Modified Proctor
Maximum Dry Density Maximum Dry Density
(ASTM D-698) (ASTM D-1557)
Below Foundations 98 95
Below Slab-On-Grade Floors 95 90
Pavement Sub ade 95 AASHTO T99 90 AASHTO T180
Base Course 98 (AASHTO T99) 95 (AASHTO T180)
Utili Trench Backfill 95 90
Backfill on-Structural 90 90
Notes:
1. For granular soils or non-expansive clay soils the moisture content should be —2 to
+2 ercent of the o timum moisture content.
We recommend that a representative from our office observe and test the
placement and compaction of each lift placed for structural fill. Fill placed beneath
foundations and slabs-on-grade is considered structural. It has been our experience that
without engineering quality control, inappropriate construction techniques can occur
which results in unsatisfactory foundation and slab performance.
PAVEMENT DESIGN
As part of the development of this site, a parking lot and access drive will be
constructed adjacent to the proposed fire station. We anticipate that both flexible
22
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica[ and Materials Engineers
'" pavement and rigid pavement may be used for the construction of the proposed parking
lot and access drive. It is recommended that rigid pavement be used in high traffic areas
such as entrances or where heavy vehicles (fire trucks and trash trucks) turn or maneuver.
The following sections present design assumptions and recommended flexible pavement
sections for high and low traffic volume areas, as well as rigid pavement sections for high
traffic volume areas.
Flexible Pavement Desi�n
The design of the flexible pavement sections was based upon an
Equivalent Daily Load Application (EDLA), laboratory test results, and the
Colorado Department of Transportation Pav�ment Design Manual. Design
calculations for the access drive and parking lot were based on engineering soil
characteristics from soil samples encountered in exploratory boring TH-1 to a
depth of 5.0 feet. The subsurface conditions encountered in exploratory boring
TH-1 consisted of 1.5 inches of asphalt underlain by 4 inches of roadbase. Below
the roadbase, the subsurface conditions consisted of a tan, brown, slightly moist,
medium dense, gravelly, sandy, clayey silt with scattered cobbles to the maximum
depth explored of 12.0 feet.
Laboratory test results indicated that the soils encountered within
exploratory boring TH-1,to a depth of 5.0 feet, classify as A-4 soils, as defined by
the AASHTO classification system. The pavement section designs presented in
23
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
this report are based on the subgrade soils classifying as A-4 soils. This soil type
was assumed to have an Hveem Stabilometer R-value of 15. The R-value was
estimated from the AASHTO classification of the soil. An EDLA was taken as 5
for low traffic and parking areas. An EDLA was taken as 50 for high traffic areas.
Flexible pavement sections for the subject side are shown in the following table.
Traffic Volume EDLA Full Depth Asphalt+Base Course
Asphalt(inches) (inches)
Low 5 5.5 4.0 +6.0
High 50 8.0 6.0+ 8.0
Flexible pavement design values and calculations are presented in the
Pavement Design Calculations, Appendix A.
Rigid Pavement Desi�n
A rigid pavement section was designed using an EDLA value of 50 as
used in the flexible pavement design. The subgrade soils were assumed to have a
� modulus of subgrade reaction of 90 psi/in. The rigid pavement design is based on
the working stress of the concrete, which is assumed to be 650 psi. The Colorado
Department of Transportation Pavement Design Manual, along with the above
mentioned design values, was used to determine a rigid pavement section. The
rigid pavement design resulted in a design section of 7.0 inches of concrete.
24
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
Pavement Materials
The design of a pavement system is as much a function of the paving
' materials as the support characteristics of the subgrade. The quality of the
construction materials is reflected by the structural coefficients used in the design
calculations. If the pavement system is constructed of inferior materials, the life
and serviceability will be substantially reduced.
The asphalt component of the pavement is designed assuming at least
1,800 pounds Marshall stability (strength coefficient of 0.44). Normally, an
asphalt aggregate should be relatively impermeable to moisture and should be
designed as a well-graded mix. The oil content and voids ratio also need to be
determined to verify compliance with the mix design. We recommend a job mix
design be performed and periodic checks be made to verify compliance with the
specifications for this project.
All asphalt should be compacted to between 92 and 96 percent of the
m�imum theoretical density. During asphalt placement, joints between asphalt
rows should be feathered such that the surface water is shed from the asphalt
surface. For a more thorough description of our pavement construction
recommendations,please refer to Appendix B.
25
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
Subgrade Stabilization
The fine-grained, natural on-site soils are highly susceptible to frost heave.
Proper drainage will help to reduce the risk of frost heave. If the owner would
like to further reduce the risk of early pavement deterioration due to frost heave,
we recommend that 3 feet of the fine-grained, natural soils be removed and
replaced with properly moisture conditioned and compacted imported granular
fill.
Based on our subsurface exploration, it is possible that existing fill could
be encountered during the construction of the parking lot and access drive.
Pavements constructed on existing fill may experience a shortened life
expectancy. Movement of the pavement may result in cracking, high and low
spots, and other distress. Repair of high and low spots and cracking in the
pavements should be expected if pavements are constructed on the existing fill. If
the owner is willing to accept the risk of premature deterioration of the
pavements,then the flexible pavements may be constructed on the existing fill.
If the owner would like to reduce the risk of early pavement deterioration
due to the existing fill, we recommend that 3.0 feet of the existing fill be removed
and replaced with a non-expansive structural fill. Construction of pavements on
properly moisture conditioned and compacted non-expansive fill should
experience a typical life expectancy, provided proper maintenance is provided. If
26
3 -
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materia[s Engineers
fill is required to obtain the final pavement subgrade elevation, the fill should
consist of non-expansive material and be moisture treated and compacted as
recommended in the COMPACTED FILL section of this report.
Construction Considerations
r
Major utilities, such as water and sewer, are usually placed beneath
g pavements during construction. If utilities are installed, the trench backfill should
` be observed, tested, and approved prior to paving. Careful attention should be
paid to compaction of curb lines and around manholes.
Excavation of completed pavements for utility construction and repair can
destroy the integrity of the pavement and result in a severe decrease in
serviceability. To restore the pavement to its original serviceability, careful
control of backfill compaction and repaving is necessary. If utilities are to be
installed beneath the proposed access drive or parking lot, the utilities should be
installed,tested, and approved prior to paving.
We do not anticipate that construction of the proposed parking lot and
access drive will take place during cold weather. However, if plans change,
caution should be employed when constructing during freezing times of the year.
Construction on frozen subgrade soils may result in damage to the pavement.
When the subgrade thaws, premature pavement failure may occur. Pavement or
fill should be placed on unfrozen or frost-free subgrade soils. Frozen subgrade
27 '
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
soils should be allowed to thaw or be removed and replaced to prevent future
problems caused by the frozen subgrade. For a more thorough description of our
pavement construction recommendations,please refer to Appendix B.
Draina�e
The primary cause of saturated subgrade soils and early pavement
deterioration is water infiltration into the pavement system. The addition of
moisture usually results in softening of the subgrade, potential frost heave, and the
eventual failure of the pavement section. In order to reduce the risk of water
infiltration below the pavement section and potential frost heave, we recommend
that a surface drainage system be designed, constructed, and maintained in order
to provide rapid removal of surface runoff. The design cross-slope should be
maintained. If curb and gutter is installed, seals should be provided between curb
and pavement and all joints to reduce moisture infiltration.
LIMITATIONS
Although the exploratory borings were located to obtain a reasonably accurate
determination of subsurface conditions, variations in the subsurface conditions are always
possible. Any variations that exist beneath the site generally become evident during
excavation for the fire station. Therefore, we should be contacted by the contractor
andlor owner so that a representative of our office can observe the completed excavation
28
�
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnical and Materials Engineers
to confirm that the soils are as indicated by the exploratory borings and to verify our
foundation and floor slab-on-grade recommendations.
The placement and compaction of fill, as well as installation of foundations,
should also be observed and tested. The design criteria and subsurface data presented in
this report are valid for 3 years provided that a representative from our office observes the
site at that time and confirms that the site conditions are similar to the conditions
presented in the SITE CONDITIONS section of this report and that the recommendations
presented in this report are still applicable. We recommend that final plans and
specifications for proposed construction be submitted to our office for study, prior to
beginning construction, to determine compliance with the recommendations presented in
this report and that the recommendations presented in this report are still applicable.
29
�
August 6,2009 KOECHLEIN CONSULTINC ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
We appreciate the opportunity to provide this service. If we can be of further
assistance in discussing the contents of this report or in analyses of the proposed structure
from a geotechnical viewpoint, please contact our office.
KOECHLEIN CONSULTING ENGINEERS, INC.
Katie I. Shaw
Engineer
Reviewed by:
Scott B. Myers, P.E.
Senior Engineer
(4 copies sent)
30
KOECHLEIN CONSULTING ENGINEERS,INC.
Geotechnical and Materials Engineers
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JOB NO.09-033 FIG.1
KOECHLEIN CONSULTING ENGINEERS,INC.
Geotechnical and Materials Engineers
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JOB NO.09-033 FIG.2
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Geotechnical and Materials Engineers
TH-1 `�
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LOGS OF EXPLORATORY BORINGS
JOB NO.09-033 FIG. 3
� KOECHLEIN CONSULTING ENGINEERS, INC.
Geotechnical and Materials Engineers
LEGEND:
■ ASPHALT
� ROADBASE
� SILT, Clayey, Sandy, Gravelly, Scattered cobbles,
Slighly moist, Medium dense, Tan, Brown.
� FILL, Clay, Sandy, Gravelly, Scattered cobbles,
Organics, Moist, Stiff to very stiff, Black, Tan, Olive.
"' CLAY, Silty, Sandy, Slightly moist to wet, Stiff, Brown,
...
��� Red brown.
� GRAVEL, Lenses of fine sand, Scattered cobbles
and boulders,Wet, Medium dense to dense, Red
brown.
= WATER. Indicates depth of water encountered while
drilling.
� BULK SAMPLE. Obtained from auger cuttings.
� CALIFORNIA DRIVE SAMPLE. The symbol 50/7
indicates that 50 blows of a 140 pound hammer
falling 30 inches were required to drive a 2.5 inch
O.D. sampler 7 inches.
Notes:
1. Exploratory borings were drilled on July 23, 2009 using a 4-inch diameter continuous flight power auger mounted on a track
drill rig.
2. Ground water was encountered at the time of drilling in exploratory boring TH-2 at 11.5 feet and in exploratory boring TH-3 at
14.0 feet to the maximum depth explored of 20.0 feet. No ground water was encountered in exploratory boring TH-1 to the
maximum depth explored of 12.0 feet.
3. The Logs of Exploratoy Borings are subject to the explanations, limitations, and conclusions as contained in this report.
4. Laboratory Test Results:
WC- Indicates natural moisture content(%)
DD- Indicates dry density(pcfl
-200- Indicates percent passing the No. 200 sieve(%)
LL- Indicates liquid limit(%)
PI - Indicates plasticity index(%)
SW- Indicates percent of swell-consolidation (%)
5.Approximate elevations are based on placing the locations of the exploratory borings on the topographic map provided by the
Town of Vail and comparing the difference in elevations taken using a Stanley Compulevel Elevation Measurement System.
LEGEND OF EXPLORATORY BORINGS
JOB NO.09-033 FIG.4
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KOECHLEIN CONSULTING ENGINEERS
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DIAMETER OF PARTICLE IN MM
+75 MM GRAVEL SAND SILT CLAY
Sample of SILT,Sandy,Gravelly GRAVEL 19 % SAND 24 %
Sou�ce TH-1 Sample No. EIev./Depth 0.5-5.0 feet SILT&CLAY 57 % LIQUID LIMIT 24 %
PLASTICITY INDEX 5 %
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DIAMETER OF PARTICLE IN MM
+75 MM GRAVEL SAND SILT CLAY
Sample of FILL,Clay,Sandy,Gravelly GRAVEL 11 % SAND 30 %
Source TH-2 Sample No. Elev./Depth 0.5-5..0 feet SILT&CLAY 59 % LIQUID LIMIT %
PLASTICITY INDEX %
GRADATION TEST RESULTS
y Job No. 09-033 FIG.5
KOECHLEIN CONSULTING ENGINEERS
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DIAMETER OF PARTICLE IN MM
+75 MM GRAVEL SAND SILT CLAY
Sample of CLAY,Silty,Sandy GRAVEL 0 % SAND 13 %
Source TH-3 Sample No. EIev./Depth 4.0 feet SILT 8 CLAY 87 % LIQUID LIMIT 33 %
PLASTICITY INDEX 16 %
Sample of GRAVEL % SAND %
Source Sample No. Elev./Depth SILT&CLAY % LIQUID LIMIT %
PLASTICITY INDEX %
GRADATION TEST RESULTS
Job No. 09-033 FIG.6
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KOECHLEIN CONSULTING ENGINEERS
-1
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Sample of CLAY,Silty,Sandy Natural Dry Unit Weight= 104.1 (pc�
Source TH-3 Sample No. EIev./Depth 9.0 feet Natural Moisture Content= 23 %
SWELL-CONSOLIDATION TEST RESULTS
Job No. 09-033 FIG.7
KOECHLEIN CONSULTING ENGINEERS,INC.
Geotechnical and Materials Engineers
CONCRETE FOOTING
'��I 1= '
- ��
EXISTING �� \I� EXISTING
FILL COMPACTED FILL FILL
� (SEE REPORT FOR �
COMPACTION RECOMMENDATIONS)
_������—���—���—���= '��—iTi—���—_
� _I I I—I I I—i i� FIRM NATURAL SOIL
EDGE OF EXCAVATION
(EXCAVATE AS PER
OSHA REGULATIONS)
FOUNDATION EXCAVATION RECOMMENDATIONS
JOB NO.09-033 FIG.8
�
KOECHLEIN CONSULTING ENGINEERS,INC.
Geotechnical and Materials Engineers
CIAYEY BACKFILL �� -
� � - - -
_lu'II I— _ _— —
�II�� COMPACTED BACKFILL BELOW GRADE WALL
EDGE OF EXCAVATION
(EXCAVATE AS PER
OSHA REGULATIONS)
MANUFACTURED
WALL DRAIN�
� ' WATERPROOFING
� OR DAMPPROOFING
�
�
�
�
FILTER FABRIC �
GRAVEL
12"
PLASTIC SHEETING
F-�F-12"MIN.
PERFORATED PIPE
NOTES:
1. DRAIN SHOULD BE AT LEAST 12 INCHES BELOW TOP OF FOOTING AT THE �
HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR £
TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. �
�
2. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD BE CUT AT A 1 TO 1
(HORIZONTAL TO VERTICAL)OR FLATTER SLOPE FROM THE BOTTOM OF THE
FOOTINGS. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD NOT BE CUT
VERTICALLY.
3. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND
1/4 INCH DROP PER FOOT OF DRAIN.
4. GRAVEL SPECIFICATIONS: WASHED 1.5 INCH TO NO.4 GRAVEL WITH LESS
THAN 3%PASSING THE NO.200 SIEVE.
5. THE BELOW GRADE CONCRETE FOUNDATION WALLS SHOULD BE
PROTECTED FROM MOISTURE INFILTRATION BY APPLYING A SPRAYED ON
MASTIC WATERPROOFING,DAMPPROOFING,OR AN EQUIVALENT PROTECTION
METHOD.
TYPICAL EXTERIOR WALL DRAIN DETAIL
�
JOB NO. 09-033 FIG. 9
KOECHLEIN CONSULTING ENGINEERS,INC.
Geotechnical and Materials Engineers
CLAYEY BACKFILL 10 _
� � - - -
- - - MANUFACTURED
� � -_ - WALL DRAIN
�
-�� COMPACTED BACKFILL RETAINING WALL
EDGE OF EXCAVATION
(EXCAVATE AS PER
OSHA REGULATIONS)
WATERPROOFING
OR DAMPROOFING
FILTER FAB C
GRA EL
0
PERFORATED PIPE
NOTES:
1. DRAIN SHOULD BE SLOPED DOWNWARD TO A POSITIVE GRAVITY OUTLET
OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING.
2. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND
1/4 INCH DROP PER FOOT OF DRAIN.
3. GRAVEL SPECIFICATIONS: WASHED 1.51NCH TO NO.4 GRAVEL WITH LESS
THAN 3%PASSING THE NO.200 SIEVE.
4. THE BELOW GRADE CONCRETE RETAINING WALLS SHOULD BE
PROTECTED FROM MOISTURE INFILTRATION BY APPLYING A SPRAYED ON
MASTIC WATERPROOFING OR AN EQUIVALENT PROTECTION METHOD.
TYPICAL RETAINING WALL DRAIN DETAIL
JOB NO.09-033 FIG.10
SUMMARY OF LABORATORY TEST RESULTS
TABLEI
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JOB NO.09-033 KOECHLEIN CONSULTING ENGINEERS, INC.
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
APPENDIX A
PAVEMENT DESIGN CALCULATIONS
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KOECHLEIN CONSULTING ENGINEERS,INC.
Geotechnical and Materials Engineers
FLEXIBLE PAVEMENT DESIGN DATA—LOW EDLA
DESIGN DATA
Traffic Load-EDLA = 5
Traffic Load- 18 kip ESAL's = 36,500
Design Life = 20
Subgrade Soil Classification = A-4
Assumed"R" Value = 15
Soil Support Value-S, = 3.9
Resilient Modulus-MR(psi) = 4,195
Reliability-R(%) = 90
Serviceability Index-SI = 2.0
Serviceability Loss-PSI = 2.5
Overall Deviation- So = 0.44
DESIGN CALCULATION RESULTS
Based on the following equation:
log,o(18k ESAL)=ZRxSo+9.36xlog�o(SN+1)-0.20
+log,o(PSI/(4.2-1.5))/(0.4+(1094/(SN+I)519))+2.32xlog,o(MR)-8.07 �
Structural Number-SN = 2.4
PAVEMENT THICKNESS DESIGN EQUATION
SN=C�D1+CZDzmz
where
C, =Strength Coefficient-Asphalt = 0.44
CZ=Strength Coefficient—Aggregate Base Course = 0.12
mz=Drainage Coefficient = 1.0
D, =Depth of Asphalt(inches)
DZ=Depth of Roadbase (inches)
PAVEMENT THICKNESS RESULTS
Full Depth Asphalt Thickness
D, = 5.5 inches
Asphalt+Aggregate Base Course
Di(Asphalt) = 4.0 inches
DZ(Aggregate Base Course) = 6.0 inches
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JOB NO. 09-033 FIG.A-1
KOECHLEIN CONSULTING ENCINEERS,INC.
Geotechnica! and Materials Engineers
FLEXIBLE PAVEMENT DESIGN DATA—HIGH EDLA
DESIGN DATA
Traffic Load-EDLA = 50
Traffic Load- 18 kip ESAL's = 365,000
Design Life = 20
Subgrade Soil Classification = A-4
Assumed"R" Value = 15
Soil Support Value-S, = 3.9
Resilient Modulus-MR(psi) = 4,195
Reliability-R(%) = 90
Serviceability Index-SI = 2.0
Serviceability Loss-PSI = 2.5
Overall Deviation-So = 0.44
DESIGN CALCULATION RESULTS
Based on the following equation:
log,o(18k ESAL)=ZRxSo+9.36xlog,o(SN+1)-0.20
+loglo(PSU(4.2-1.5))/(0.4+(1094/(SN+1)519))+2.32xlog,o(MR)-8.07
Structural Number-SN = 3.4
PAVEMENT THICKNESS DESIGN EQUATION
SN=C�D�+CZD2m2
where
C, =Strength Coefficient-Asphalt = 0.44
Cz=Strength Coefficient—Aggregate Base Course = 0.12
m2=Drainage Coefficient = 1.0
D1 =Depth of Asphalt(inches)
DZ=Depth of Roadbase (inches)
PAVEMENT THICKNESS RESULTS
Full Depth Asphalt Thickness
D� = 8.0 inches
Asphalt+A�re�ate Base Course
D,(Asphalt) = 6.0 inches
DZ(Aggregate Base Course) = 8.0 inches
JOB NO.09-033 FIG.A-2
�
s
KOECHLEIN CONSULTING ENGINEERS,INC.
Geotechnical and Materials Engineers
RIGID PAVEMENT DESIGN DATA
DESIGN DATA
Traffic Load-EDLA = 50
Traffic Load- 18 kip ESAL's = 365,000
Design Life = 20
Subgrade Soil Classification = A-4
Assumed Modulus of Subgrade Reaction-k(psi/in) = 90
Modulus of Rupture-S'c(psi) = 650
Modulus of Elasticity-Ec(psi) = 3,400,000
Drainage Coefficient-Cd = 1.0
Load Transfer Coefficient-J = 4.2
Reliability-R(%) = 90
Serviceability Index-SI = 2.0
Overall Deviation- So = 034
DESIGN CALCULATION RESULTS
Based on the following equation:
log�o(18k ESAL)=ZRxSa+7.35xlog,o(D+1)-0.60+log,o(PSU(4.5-
1.5))/(1.0+(1.624x10')/(D+1�8.46��+�4.22-0.32xp,)x(loglo[(S�xCnx(Do.�s_
1.132))/((215.63xJx(Do's-(18.42/(E�/k)o.zs))))�
PAVEMENT THICKNESS RESULTS
Rigid Pavement Thickness
D = 7.0 inches
JOB NO. 09-033 FIG.A-3
August 6,2009 KOECHLEIN CONSULTING ENGINEERS,INC.
JobNo.09-033 Geotechnica! and Materials Engineers
APPENDIX B
PAVEMENT CONSTRUCTION RECOMMENDATIONS
fi �
KOECHLEIN CONSULTING ENGINEERS,INC.
Ceotechnical and Materials Engineers
FLEXIBLE PAVEMENT CONSTRUCTION RECOMMENDATIONS
Experience has shown that construction methods can have a significant influence on the life and
serviceability of a pavement system. We recommend the proposed pavement be constructed in the
following manner:
1. Where the subgrade soils do not satisfy the compaction requirements, they should be
scarified, moisture treated, and recompacted. Soils should be compacted as specified in the
COMPACTED FILL section of this report.
2. Utility trenches and all subsequently placed fill should be properly compacted and tested
prior to paving. Fill should be compacted as specified in the COMPACTED FILL section
of this report.
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3. After final subgrade elevation has been reached and the subgrade compacted, the area
should be proof-rolled with a heavy pneumatic tired vehicle (i.e., a loaded 10-wheel dump
truck). Subgrade that is pumping or deforming excessively should be removed and
replaced.
4. If areas of soft or wet subgrade are encountered, the material should be overexcavated and
replaced. Suitable structural fill may be used. Where extensively soft,yielding subgrade is
encountered,we recommend the excavation be inspected by a representative of our office.
5. Aggregate base course should be laid in loose lifts not exceeding 6.0 inches, moisture
treated to within 2.0 percent of the optimum moisture content, and compacted as specified
in the COMPACTED FILL section of this report.
6. The aggregate base course may consist of processed recycled asphalt. The recycled asphalt
base course should meet the gradation requirements of CDOT Class 5 or Class 6 base
course. The recycled asphalt base should be laid in loose lifts not exceeding 6.0 inches,
moisture treated and compacted as specified in the COMPACTED FILL section of this
report.
7. Asphaltic concrete should be plant-mixed material. Superpave material should be
compacted to between 92 and 96 percent of the maximum theoretical density and other
asphalt material to at least 95 percent of the maximum Marshall value.
8. The subgrade preparation and the placement and compaction of all pavement layers should
be observed and tested. Compaction criteria should be met prior to the placement of the
next paving lift.
JOB NO.09-033 FIG. B-1
?
, .
KOECHLEIN CONSULTING ENGINEERS,INC.
Ceotechnica! and Materials Engineers
RIGID PAVEMENT CONSTRUCTION RECOMMENDATIONS
Rigid pavement sections are not as sensitive to subgrade support characteristics as flexible
pavement. Due to the strength of the concrete, wheel loads from traffic are distributed over a large area
and the resulting subgrade stresses are relatively low. The critical factors influencing the performance of a
rigid pavement are the strength and quality of the concrete, and the uniformity of the subgrade. We
recommend subgrade preparation and construction of the rigid pavement section be completed in
accordance with the following recommendations.
1. Where the subgrade soils do not satisfy the compaction requirements, they should be
scarified, moisture treated, and compacted. Soils should be compacted as specified in the
COMPACTED FILL section of this report.
2. Utility trenches and all subsequently placed fill should be properly compacted and tested
prior to paving. Fill should be compacted as specified in the COMPACTED FILL section
of this report.
3. The resulting subgrade should be checked for uniformity and all soft or yielding materials
should be replaced prior to paving. This should be done by proof-rolling with a heavy
pneumatic tired vehicle (i.e., a loaded 10-wheel dump truck). Concrete should not be
placed on soft, spongy, frozen, or otherwise unsuitable subgrade.
4. Subgrade should be kept moist prior to paving.
5. Curing procedures should protect the concrete against moisture loss, rapid temperature
change, freezing, and mechanical injury for at least 3 days after placement. Traffic should
not be allowed on the pavement for at least one week.
6. A white, liquid membrane curing compound, applied at the rate recommended by the
manufacturer, should be used.
7. Construction joints, including longitudinal joints and transverse joints, should be formed
during construction or should be sawed shortly after the concrete has begun to set, but prior
to uncontrolled cracking. All joints should be sealed.
8. Construction control and inspection should be carried out during the subgrade preparation
and paving procedures. Concrete should be carefully monitored for quality control.
JOB NO.09-033 FIG. B-2