HomeMy WebLinkAboutDERR-2025-006051
Preliminary Geotechnical Engineering Report
Former Fleet Facility
Salt Lake City, Utah
September 6, 2012
Terracon Project No. 61125059
Prepared for:
Salt Lake City Corporation
Salt Lake City, Utah
Prepared by:
Terracon Consultants, Inc.
Bluffdale, Utah
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................................................ 1
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT ..................................................... 1
1.0 INTRODUCTION ............................................................................................................. 1
2.0 PROJECT INFORMATION ............................................................................................. 1
2.1 Project Description ............................................................................................... 1
2.2 Site Location and Description............................................................................... 2
3.0 SUBSURFACE CONDITIONS ........................................................................................ 2
3.1 Typical Subsurface Profile ................................................................................... 2
3.2 Groundwater ........................................................................................................ 3
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 3
4.1 Geotechnical Considerations ............................................................................... 3
4.2 Earthwork............................................................................................................. 4
4.2.1 Site Preparation........................................................................................ 4
4.2.2 Material Requirements ............................................................................. 4
4.2.3 Compaction Requirements ....................................................................... 5
4.2.4 Utility Trench Backfill ................................................................................ 5
4.2.5 Grading and Drainage .............................................................................. 6
4.2.6 Construction Considerations..................................................................... 6
4.3 Foundations ......................................................................................................... 7
4.3.1 Design Recommendations........................................................................ 7
4.3.2 Alternative Foundation Support ................................................................ 8
4.3.3 Construction Considerations..................................................................... 8
4.4 Seismic Considerations........................................................................................ 9
4.5 Floor Slab .......................................................................................................... 10
4.5.1 Design Recommendations...................................................................... 10
4.5.2 Construction Considerations................................................................... 11
5.0 GENERAL COMMENTS ............................................................................................... 11
APPENDIX A – FIELD EXPLORATION
Exhibit A-1 Project Vicinity Map
Exhibit A-2 Boring Location Plan
Exhibit A-3 to A-6 Boring Logs
Exhibit A-7 Field Exploration Description
APPENDIX B – LABORATORY TESTING
Exhibit B-1 Laboratory Testing
Exhibit B-2 to B-5 Consolidation Test
Exhibit B-6 to B-9 Triaxial Test
APPENDIX C – SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification System
APPENDIX D – BEARING PRESSURE CHARTS
Exhibit D-1 Net Allowable Bearing Pressures
Preliminary Geotechnical Engineering Report
Former Fleet Facility Ŷ Salt Lake City, Utah
September 6, 2012 Ŷ Terracon Project No. 61125059
1
EXECUTIVE SUMMARY
This geotechnical executive summary should be used in conjunction with the entire report for
design purposes. It should be recognized that details were not included or fully developed in
this section, and the report must be read in its entirety for a comprehensive understanding of the
items contained herein. The section titled GENERAL COMMENTS should be read for an
understanding of the report limitations.
A preliminary geotechnical exploration has been performed at Salt Lake City’s former fleet
facility located at 850 South 300 West in Salt Lake City, Utah. Four (4) borings, designated B-
01 through B-04, were performed to depths ranging from approximately 41½ to 76½ feet below
the existing ground surface. Additional geotechnical explorations and final recommendations
should be completed once final building(s) layout and loads have been determined.
The following geotechnical considerations were identified and should be considered for
redevelopment planning purposes:
Site Soils: The near surface site soils generally consist of about 2 to 4 feet of fill material
underlain by silty clay to clay. The fill material appeared to consist of silty gravel with sand.
Debris was encountered within the fill at B-04. The underlying subsurface soils generally
consisted of clay with sand, sandy silty clay and sand to the maximum depth explored.
Groundwater was encountered at depths of approximately 12 to 15 feet in the borings during
drilling.
Foundations: Spread footing foundations bearing on undisturbed native soil or on
structural fill may be considered for the support of lightly loaded structures. Alternative
foundation support systems that may be considered to increase the allowable bearing
capacity include rammed aggregate piers, or grouted columns placed under footings. Deep
foundations, such as driven piles or drilled shafts, may be needed for structures with large
loads, parking levels or below-grade levels.
Floor Slab: Construction of concrete slabs-on-grade should be supported on a minimum of
4 inches of crushed gravel over properly placed and compacted structural fill or properly
prepared native soil.
Seismic: The 2009 International Building Code (IBC), Table 1613.5.2 seismic site
classification for this site is F. Liquefaction induced settlement on the order of 2 to 4 inches
expected during a design earthquake event at the site.
Earthwork: Existing fill, and other debris and deleterious materials should be removed and
replaced with properly placed and compacted structural fill within foundation, floor slab and
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September 6, 2012 Ŷ Terracon Project No. 61125059
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pavement areas. Close monitoring of the construction operations discussed herein will be
critical in achieving the design subgrade support. We therefore recommend that Terracon be
retained to monitor this portion of the work
1
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
FORMER FLEET FACILITY
850 SOUTH 300 WEST
SALT LAKE CITY, UTAH
Terracon Project No. 61125059
September 6, 2012
1.0 INTRODUCTION
A preliminary geotechnical exploration has been completed Salt Lake City’s former fleet facility
located at 850 South 300 West in Salt Lake City, Utah. Four (4) borings, designated B-01 to B-
04, were performed to depths ranging from approximately 41½ to 76½ feet below the existing
ground surface. Logs of the borings along with a project vicinity map, and boring location plan
are included in Appendix A of this report.
The purpose of the exploration was to provide information and preliminary geotechnical
engineering recommendations for use in redevelopment planning relative to:
subsurface soil conditions foundation design and construction
depth to groundwater floor slab design and construction
earthwork seismic considerations
Once redevelopment planning has been completed and final building(s) layout and loads have
been determined additional geotechnical explorations and final recommendations should be
completed.
2.0 PROJECT INFORMATION
2.1 Project Description
Item Description
Structures
Specific details regarding the type and location of structures for the
redevelopment are unknown. Results of this scope of work will
assist Salt Lake City Corporation in planning appropriate facilities
for the redevelopment. Based on discussions with the client, we
understand that redevelopment of the property may include one or
more single-story to over four story buildings and associated
parking lots and access drives.
Building construction Wood or metal framed. (assumed)
Finished floor elevation Near existing grade. (assumed)
Maximum structure loads
Columns: 200 kips (assumed)
Walls: 4 klf (assumed)
Slabs: 150 psf max (assumed)
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September 6, 2012 Ŷ Terracon Project No. 61125059
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Item Description
Maximum allowable settlement Columns: 1-inch (assumed)
Walls: ¾ inch over 40 feet (assumed)
Grading Minimal cuts or fills, assumed to be less than 2 feet.
Cut and fill slopes None.
Free-standing retaining walls None. (assumed)
Below Grade Areas None. (assumed)
2.2 Site Location and Description
Item Description
Location
This project includes the property located in Salt Lake City, Utah
between 800 South and 900 South, from 300 West to 400 West.
The site includes most of the full city block with the exception of a
small parcel located on the southwest corner.
Existing improvements
The property is currently occupied by the Salt Lake City
Corporation Fleet Facility. The majority of the site is covered with
asphaltic concrete pavement. Existing buildings are located on the
east, south and north portions of the property.
Current ground cover Existing asphaltic concrete pavement and buildings.
Existing topography Relatively level project site.
Mapped liquefaction potential
The site is mapped having a high liquefaction potential.
Liquefaction Special Study Areas, Wasatch Front and Nearby
Areas, compiled by Gary E. Christenson and Lucas M. Shaw, 2008,
Supplement Map to Utah Geological Survey Circular 106.
3.0 SUBSURFACE CONDITIONS
3.1 Typical Subsurface Profile
Specific conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in soil
types; in-situ, the transition between materials may be gradual. Details for each of the borings can
be found on the boring logs included in Appendix A of this report. Based on the results of the
borings, subsurface conditions on the project site can be generalized as follows:
Stratum Approximate Depth to
Bottom of Stratum (feet) Material Description Consistency/Density
1 4 to 6 inches Asphalt --
2 2 to 4 Fill: gravel with silt and sand and
some debris --
3 41½ a to 64 Clay to Clay with Sand Very Soft to Medium Stiff
4 70 to 76½ b Sandy Silty Clay Stiff to Very Stiff
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September 6, 2012 Ŷ Terracon Project No. 61125059
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Stratum Approximate Depth to
Bottom of Stratum (feet) Material Description Consistency/Density
5 76 b Sand Very Loose
a Termination depth of B-01 and B-02
b Maximum depth explored
Laboratory tests were conducted on selected soil samples and the test results are presented in
Appendix B and on the boring logs. Moisture contents of the native soils ranged from 18 to 58
for soils tested. Liquid limits and plasticity indexes ranged from 22 to 49 percent and 6 to 24
percent respectively.
3.2 Groundwater
Groundwater was encountered between depths of 12 to 15 feet in the borings at the time of the
field exploration. The groundwater level readings do not necessarily represent stabilized
groundwater levels. It should be recognized that fluctuations of the groundwater table may
occur due to seasonal variations in the amount of rainfall, runoff, future construction and other
factors not evident at the time the borings were performed. Evaluation of these factors is
beyond the scope of this exploration.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
In our opinion, the site appears suitable for redevelopment from a geotechnical engineering
perspective provided the recommendations presented in this geotechnical report are followed.
Additional geotechnical explorations and final recommendations should be completed once final
building(s) layout and loads have been determined.
Shallow strip and spread footing foundations bearing on native undisturbed soil or on properly
placed and compacted structural fill may be considered for support of lightly loaded structures,
generally one to two story buildings. Structures with moderate loading, generally over two
stories, may require the use of rammed aggregate piers or grouted columns to control
settlement and increase bearing capacity. Heavily loaded structures, multi-story or structures
with parking levels or below grade levels may require deep foundations, such as driven piles or
drilled shafts to support the loads and limit settlement.
Existing granular fill consisting of gravel with sand, varying amounts of silt and some debris was
encountered at the site to a depth of about 2 to 4 feet. Existing fill should be removed from
below structures. The existing fill may be reused as structural fill or grading fill provided it is
tested and meets the requirements of this report.
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The seismic site class for this site is F due to the presence of liquefiable soils. Site class factors
may be determined using Site Class E, for structures with fundamental periods of 0.5 seconds
or less, as explained in section 4.4 of this report. Structures with larger fundamental periods will
require a site specific seismic analysis. Liquefiable soils were encountered at the site.
Liquefaction induced settlement is estimated to be on the order of 6 inches during a 2 percent in
50 year seismic event.
Preliminary geotechnical engineering recommendations for foundation systems and other earth
connected phases of the project are outlined below. The recommendations contained in this
report are based upon the results of field and laboratory testing (which are presented in
Appendices A and B), engineering analyses, and our current understanding of the proposed
project.
4.2 Earthwork
4.2.1 Site Preparation
Prior to construction or placement of new fill, all existing fill, disturbed native soil, construction
debris including concrete slabs, existing foundations and utilities, and any otherwise unsuitable
material should be removed from below planned foundation, floor slab and pavement areas.
Exposed subgrade soils should proof-rolled to aid in locating soft or unstable areas. Soft or
unstable areas encountered during proof-rolling should be excavated and replaced with
compacted structural fill or stabilized using geotextiles in combination with crushes stone.
Care should be taken during excavation to reduce the potential for disturbance of the native
soils. Geotextiles and separation fabric in combination with clean crushed angular stone may be
required to form a stable working platform for construction.
Although evidence of fills deeper than approximately 4 feet, or underground facilities such as
septic tanks, cesspools, basements, and utilities was not observed during the site
reconnaissance, such features could be encountered during construction. If unexpected fills or
underground facilities are encountered, such features should be removed and the excavation
thoroughly cleaned prior to backfill placement and/or construction.
4.2.2 Material Requirements
Soils for use as fill should meet the following requirements:
Fill Type 1 USCS Classification Acceptable Location for Placement
Structural Fill GM to SM 2 All locations and elevations
Grading Fill GM to SM3 Non-structural areas
Stabilization Fill --4 Pavement or foundation areas.
1. Fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used,
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and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to Terracon for
evaluation.
2. Well graded granular soil with a maximum particle size of 3 inches, a liquid limit less than 30 and a plasticity index (PI) of
less than 6, with 25 to 60 percent passing the No. 4 sieve and having less than 15 percent fines.
3. Granular soil with a maximum particle size of 4 inches, a liquid limit less than 30 and a plasticity index (PI) of less than 6,
and having less than 30 percent fines.
4. Clean crushed angular rock, 3 to 4 inch minus, with less than 5 percent fines.
Existing fill soils encountered in the borings are classified as gravel with sand and varying
amounts of silt. The existing fill may be reused as structural fill or grading fill provided it is
tested and meets the requirements above and does not contain any debris or deleterious
material.
4.2.3 Compaction Requirements
Item Description
Fill Lift Thickness 8 inches or less in loose thickness
Compaction Requirements 1
95% of the material’s maximum dry density (modified
Proctor – ASTM D1557) in foundation, floor slab and
pavement areas; 92% of the maximum dry density in other
non-structural areas of fill and backfill.
Moisture Content Within 2% of the optimum moisture content
1. We recommend that structural fill be tested for moisture content and compaction during placement. Should the results of
the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by
the test should be reworked and retested as required until the specified moisture and compaction requirements are
achieved.
Stabilization rock should be compacted to seat the rock in place. This can be accomplished by
tamping with the bucket of an excavator, or static rolling the rock. Excessive or vibratory
compaction may disturb underlying clay soils and should not be permitted.
Terracon should be contacted to review exposed subgrade conditions and provide stabilization
recommendations.
4.2.4 Utility Trench Backfill
All trench excavations should be made with sufficient working space to permit construction
including backfill placement and compaction.
It is anticipated that shallow trenches and excavations for the project can be made with
conventional earth moving equipment. Near surface site soils include mainly fine-grained soils
(OSHA C). Cut slopes should not be constructed steeper than 1½ horizontal to 1 vertical. Some
excavations less than 4 feet deep in cohesive soil may stand at, or near vertical. However, at
any of these slopes, some raveling or caving may occur and should be expected, especially if
the slope dries or becomes wet. Flatter slopes may be required if excessive raveling occurs or
if seepage is encountered.
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September 6, 2012 Ŷ Terracon Project No. 61125059
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4.2.5 Grading and Drainage
All grades must be adjusted to provide positive drainage away from buildings during
construction and maintained throughout the life of the proposed structures. Infiltration of water
into utility trenches or foundation excavations should be prevented during construction. In areas
where sidewalks or paving do not immediately adjoin structures, we recommend that protective
slopes be provided with a minimum grade of approximately five percent for at least 10 feet from
perimeter walls. The use of swales, chases and/or area drains may be required to facilitate
drainage in unpaved areas around the perimeter of buildings. 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. After building construction
and prior to project completion, we recommend verification of final grading be performed to
document positive drainage, as described above, has been achieved.
Planters located adjacent to structures should preferably be self-contained or eliminated.
Sprinkler systems should not be installed within five feet of foundation walls.
Roof drains should discharge onto pavements or be extended away from structures a minimum
of 10 feet through the use of splash blocks or downspout extensions. A preferred alternative is
to have the roof drains discharge to storm sewers by solid pipe or daylighted to a detention
pond or other appropriate outfall.
4.2.6 Construction Considerations
Unstable subgrade conditions may be encountered during general construction operations,
especially if the soils are wetted and/or subjected to repetitive construction traffic. Soils that are
pumping or become disturbed are not considered suitable for support of structures and should
be removed and replaced with compacted structural fill. Stabilization rock, in combination with
geotextiles and separation fabric may be required to stabilize soft pumping soils or provide a
stable working platform. The use of light construction equipment, minimize repetitive trafficking
and construction during dryer seasons would aid in reducing subgrade disturbance. Terracon
should be contacted to visit the site and provide stabilization recommendations if soft, unstable
soils are encountered.
Construction traffic over the completed subgrade should be avoided to the extent practical. The
site should also be graded to prevent ponding of surface water on the prepared subgrades or in
excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the
affected material should be removed and replaced with structural fill or these materials should
be scarified, moisture conditioned, and recompacted prior to fill placement or floor slab
construction. Moisture conditioning and recompacting clay soils may require extended periods
of time to allow the material to dry.
It is the responsibility of the contractor to provide safe working conditions in connection with
underground excavations. Temporary construction excavations should be properly sloped or
Preliminary Geotechnical Engineering Report
Former Fleet Facility Ŷ Salt Lake City, Utah
September 6, 2012 Ŷ Terracon Project No. 61125059
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shored. All excavations should comply with applicable local, state and federal safety regulations,
including the current OSHA Excavation and Trench Safety Standards.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of
earthwork should include observation and testing of structural fill, site grading, subgrade
preparation and proof rolling, foundation bearing soils, and other geotechnical conditions
exposed during the construction of the project.
4.3 Foundations
Shallow strip and spread footing foundation systems bearing on undisturbed native soil or on
properly placed and compacted structural fill may be considered for support of lightly loaded
structures, generally one to two story buildings. Moderate to heavy loaded structures, greater
than two stories or structures with parking levels or below grade levels will require alternative
foundations support as described in Section 4.3.2 of this report. Design recommendations for
shallow foundations below lightly loaded buildings are presented in the following table and
paragraphs.
4.3.1 Design Recommendations
Description Column Wall
Net allowable bearing pressure1 See Exhibit D-1
Minimum dimensions 4 feet 18 inches
Minimum embedment below finished grade
for frost protection 2 30 inches
Approximate total settlement from
foundation loads 3 < 1 inch
Ultimate coefficient of sliding friction 0.30 (native), 0.45 (structural fill)
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden
pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and
replaced with compacted structural fill. Structural fill thickness provided in Exhibit D-1. Based upon a Factor of Safety of 3
and adjusted to limit settlement to 1 inch or less.
2. Embedment depth is for perimeter footings and footings beneath unheated areas.
3. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading
conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of the earthwork
operations.
Net allowable bearing pressures for a range of footing widths and structural fill thicknesses
below bottom of footing are provided in Exhibit D-1. Net allowable bearing pressures provided
limit estimated total settlements to 1 inch or less, for the structural fill thickness and footing sizes
indicated.
The allowable foundation bearing pressures apply to dead loads plus design live load
conditions. The design bearing pressure may be increased by one-third when considering total
Preliminary Geotechnical Engineering Report
Former Fleet Facility Ŷ Salt Lake City, Utah
September 6, 2012 Ŷ Terracon Project No. 61125059
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loads that include wind or seismic conditions. The weight of the foundation concrete below
grade may be neglected in dead load computations.
4.3.2 Alternative Foundation Support
Moderate to heavily loaded structures will require alternative foundation support systems to
increase the allowable bearing capacity and control settlement. Alternate systems include, but
are not limited to, rammed aggregate piers, grouted columns placed under footings or deep
foundations. Based on previous projects, we anticipate the bearing capacity using rammed
aggregate piers would increase to approximately 3,000 to 4,000 psf while maintaining 1 inch or
less of settlement. Installers and designers of rammed aggregate piers should be contacted to
provide detailed design and feasibility information for this project. Deep foundations, such as
driven piles or drilled shafts, may be needed for structures with large loads or that contain
parking levels or below grade levels. Recommendations regarding specific support systems
can be provided once building layout and foundation loads are known and the finial geotechnical
exploration is completed.
4.3.3 Construction Considerations
The base of all foundation excavations should be free of water and loose or disturbed soil prior
to pouring footings or placing structural fill. Structural fill and concrete should be placed soon
after excavating, or structural fill placement, to reduce bearing soil disturbance. If the soils at
bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should
be removed. The geotechnical engineer should be retained to observe soil at the bottom of
foundation excavations.
If unsuitable bearing soils are encountered in footing excavations, the excavation should be
extended deeper to suitable soils or until sufficient structural fill/stabilization rock can be placed
below the footing. Placement of structural fill or stabilization rock below footings should extend
laterally beyond all edges of the footings at least 8 inches per foot of overexcavation depth
below footing base elevation. Placement and compaction should be completed in accordance
with section 4.2.3. The overexcavation and backfill procedure is described in the following
figure.
Preliminary Geotechnical Engineering Report
Former Fleet Facility Ŷ Salt Lake City, Utah
September 6, 2012 Ŷ Terracon Project No. 61125059
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4.4 Seismic Considerations
Based on the results of our exploration, the subsurface soil profile is best represented by Site
Class F according to the 2009 International Building Code (IBC) due to the presence of
liquefiable soils. Site class factors may be selected based on a Site Class E as shown in the
table below, provided the proposed structures have fundamental periods of vibration less than
0.5 second. The National Seismic Hazard Map database was searched to identify the peak
ground acceleration (PGA) and spectral accelerations for 0.2 second (Ss) and 1.0 second (S1)
periods for a 2% probability of exceedance (PE) in 50 years at the project site for site class B.
These values should be adjusted for site effects using appropriate site class factors from the
2009 IBC.
Description Value
Site Class 1 F 2, 3
Site Latitude N 40.75109°
Site Longitude W 111.90119°
So PGA 0.74g
Ss Spectral Acceleration for a Short Period 1.72g
S1 Spectral Acceleration for a 1-Second Period 0.70g
Fa Site Coefficient for a Short Period 0.9 3
Fv Site Coefficient for a 1-Second Period 2.4 3
1 Note: In general accordance with the 2009 International Building Code, Table 1613.5.2. IBC Site Class is based on the average
characteristics of the upper 100 feet of the subsurface profile.
2 Note: The 2009 International Building Code (IBC) requires a site soil profile determination extending to a depth of 100 feet for
seismic site classification. The current scope does not include the required 100 foot soil profile determination. The borings
extended to a maximum depth of 76½ feet, and this seismic site class definition considers that similar soil conditions continue below
the maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the
conditions below the current depth of exploration.
3 As discussed in this report, the site soils are liquefiable; consequently, the Site Class is F per 2009 IBC, Table 1613.5.2, for any
profile containing soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils. However, Section
20.3.1 of ASCE 7-05 allows site coefficients Fa and Fv to be determined assuming that liquefaction does not occur for structures
with fundamental periods of vibration less than 0.5 second. Based on the results of the field exploration, Site Class E may be
used to determine the values of Fa and Fv in accordance with Section 1613.5.2 of the 2009 IBC.
The site is located in an area mapped having a high liquefaction potential1. Sand interbeds were
encountered within the clay soil below the water table in all of the borings. Due to the interbedded
nature of the sand and clay soils observed in the 5 foot spaced sampling intervals, it is difficult to
determine thickness of the sand interbeds. Using the information available from the borings, we
estimate liquefaction induced settlement may be on the order of 2 to 4 inches during the design
1 Liquefaction Special Study Areas, Wasatch Front and Nearby Areas, Utah, 2008, Utah Geological
Survey, compiled by G.E. Christenson and L.M. Shaw, Supplement Map to Utah Geological Survey
Circular 106
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earthquake (PGA=0.74g) event. Additional subsurface exploration using Cone Penetration
Testing (CPT) would provide a nearly continuous profile of subsurface conditions and could be
used to better delineate soil layering and refine liquefaction induced settlement magnitudes and
help estimate lateral spread potential at the site.
If after additional subsurface exploration, the projected liquefaction induced settlement is still
considered to be excessive, consideration should be given to mitigation of liquefaction hazards
at the site to achieve an acceptable level of risk. The choice of mitigation methods depends on
the extent of liquefaction and the related consequences, as well as cost in light of the
acceptable level of risk. Mitigation alternatives typically include soil reinforcement utilizing stone
columns or the use of reinforced foundation systems designed to accommodate the occurrence
of liquefaction and associated vertical and horizontal deformations. Additional information
regarding mitigation alternatives will be provided upon request.
4.5 Floor Slab
4.5.1 Design Recommendations
Existing fill materials were encountered at this site to depths of about 2 to 4 feet in our borings.
As discussed previously in the earthwork recommendation section, we recommend that existing
fill materials below the floor slab areas be removed. Design information for slabs is provided
below.
Item Description
Floor slab support A minimum of 4 inches of crushed gravel underlain by newly placed and
compacted structural fill 1
Modulus of subgrade
reaction
230 pounds per square inch per inch (psi/in) for point loading
conditions2
1. Floor slabs should be structurally independent of any building footings or walls to reduce the possibility of floor
slab cracking caused by differential movements between the slab and foundation. We recommend subgrades
be maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become
desiccated prior to construction of floor slabs, the affected material should be removed or the materials
scarified, moistened, and recompacted. Upon completion of grading operations in the building areas, care
should be taken to maintain the recommended subgrade moisture content and density prior to construction of
the building floor slabs.
2. Based upon the floor slab being placed on a minimum of 18 inches of structural fill or existing fill meeting
structural fill gradation and compaction requirements.
Where appropriate, saw-cut control joints should be placed in the slab to help control the
location and extent of cracking. For additional recommendations refer to the ACI Design
Manual. Joints or any cracks that develop should be sealed with a water-proof, non-extruding
compressible compound specifically recommended for heavy duty concrete pavement and wet
environments.
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The use of a vapor retarder should be considered beneath concrete slabs on grade that will be
covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the
slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor
retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions
regarding the use and placement of a vapor retarder.
4.5.2 Construction Considerations
On most project sites, the site grading is generally accomplished early in the construction
phase. However as construction proceeds, the subgrade may be disturbed due to utility
excavations, construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade
may not be suitable for placement of crushed gravel and concrete and corrective action will be
required.
We recommend the area underlying the floor slab be rough graded and then thoroughly
proofrolled with a loaded tandem axle dump truck prior to final grading and placement of
crushed gravel. Particular attention should be given to high traffic areas that were rutted and
disturbed earlier and to areas containing backfilled trenches. Areas where unsuitable conditions
are located should be repaired by removing and replacing the affected material with properly
compacted structural fill. All floor slab subgrade areas should be moisture conditioned and
properly compacted to the recommendations in this report immediately prior to placement of the
gravel and concrete.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final redevelopment plans so comments can be made
regarding interpretation and implementation of our preliminary geotechnical recommendations in
the redevelopment plans, and so that final subsurface explorations can be completed and
geotechnical recommendations provided for the final design and specifications. Terracon also
should be retained to provide observation and testing services during grading, excavation,
foundation construction and other earth-related construction phases of the project.
The analysis and preliminary recommendations presented in this report are based upon the
data obtained from the borings performed at the indicated locations and from other information
discussed in this report. This report does not reflect variations that may occur between borings,
across the site, or due to the modifying effects of construction or weather. The nature and
extent of such variations may not become evident until during or after construction. If variations
appear, we should be immediately notified so that further evaluation and supplemental
recommendations can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
Preliminary Geotechnical Engineering Report
Former Fleet Facility Ŷ Salt Lake City, Utah
September 6, 2012 Ŷ Terracon Project No. 61125059
12
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This preliminary report has been prepared for the exclusive use of our client for specific
application to the project discussed and has been prepared in accordance with generally
accepted geotechnical engineering practices. No warranties, either express or implied, are
intended or made. Site safety, excavation support, and dewatering requirements are the
responsibility of others. In the event that changes in the nature, design, or location of the
project as outlined in this report are planned, the conclusions and recommendations contained
in this report shall not be considered valid unless Terracon reviews the changes and either
verifies or modifies the conclusions of this report in writing.
APPENDIX A
FIELD EXPLORATION
Project No.
Task No.
Scale:
Date:
61125059
00
Not to Scale
8/20/2012
Project Mngr:
Drawn By:
Checked By:
Approved By:
JWG
CRC
JWG
RLC
PROJECT VICINITY MAP
Former Fleet Facility
Salt Lake City, Utah
Salt Lake City Corporation
14850 South Pony Express Rd., Ste 150 N
Bluffdale, Utah 84065
FIGURE
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
NOT INTENDED FOR CONSTRUCTION PURPOSES.
A-1
SUBJECT SITE
Project No.
Task No.
Scale:
Date:
61125059
00
Not to Scale
8/20/2012
Project Mngr:
Drawn By:
Checked By:
Approved By:
JWG
CRC
JWG
RLC
BORING LOCATION DIAGRAM
Former Fleet Facility
Salt Lake City, UT
Salt Lake City Corporation
14850 South Pony Express Rd., Ste 150 N
Bluffdale, Utah 84065
FIGURE
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS
NOT INTENDED FOR CONSTRUCTION PURPOSES.
A-2
B-01
B-02
B-04
B-03
LEGEND:
Approximate Boring/CPT Location
Consol.,
TV-1.35 ksf
Consol.,
TV-0.5 ksf
ASPHALT:
Approximately 6 inches thick
FILL:
gravel with sand, brown
SANDY SILT:
stiff, black, trace gravel
SILTY CLAY:
very soft, gray
CLAY:
with sand, very soft to stiff, gray
0.5
2
4
9
ML 10
6
1
2
3
4
5
6
7
8
9
1
--
12
6
0
--
3
12
18
11
18
12
18
9
18
39
22
SS
SS
ST
SS
SS
SS
ST
SS
5022
19
45
112
72
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
Continued Next Page
OWNER
CME-55
WL
WL
WL
15
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
DESCRIPTION
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-3
BORING STARTED
Southcentral portion of site
8-2-12
LOG OF BORING NO. B-01
Boring Location:
JOB #
PROJECT
8-2-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
UU Triax.,
PP-2.5 ksf
CLAY:
with sand, very soft to stiff, gray
Boring completed at approximately 41.5
feet below ground surface
41.5
9
10
--
1
16
18
ST
SS
24 104
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
OWNER
CME-55
WL
WL
WL
15
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-3
BORING STARTED
8-2-12
LOG OF BORING NO. B-01
JOB #
PROJECT
8-2-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
33
34
35
36
37
38
39
40
41
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
UU Triax.,
TV-1.3 ksf
Consol.,
TV-1.1 ksf
ASPHALT:
Approximately 4 inches thick
FILL:
gravel with sand, black
CLAY:
with sand layers, very soft to medium stiff,
black and gray
0.33
3
CL
19
15
1
2
3
4
5
6
7
8
7
--
5
--
1
0
5
--
12
16
18
18
12
12
18
24
43
40
SS
ST
SS
ST
SS
SS
SS
ST
93
98
34
24
58
43
93
101
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 2
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
Continued Next Page
OWNER
CME-55
WL
WL
WL
14
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
DESCRIPTION
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-4
BORING STARTED
Northeast corner of site
8-2-12
LOG OF BORING NO. B-02
Boring Location:
JOB #
PROJECT
8-2-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
CLAY:
with sand layers, very soft to medium stiff,
black and gray
Boring completed at approximately 41.5
feet below ground surface
41.5
9
10
1
0
18
18
SS
SS 47
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 2
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
OWNER
CME-55
WL
WL
WL
14
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-4
BORING STARTED
8-2-12
LOG OF BORING NO. B-02
JOB #
PROJECT
8-2-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
33
34
35
36
37
38
39
40
41
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
PP-0.5 ksf,
TV-0.8 ksf
ASPHALT:
Approximately 4 inches thick
FILL:
gravel with sand, black
CLAY:
soft, black
CLAY:
with sand layers, very soft to soft, gray
0.33
3.5
8
1
2
3
4
5
6
7
8
50/5"
3
6
8
3
--
2
0
8
18
18
18
18
10
18
18
SS
SS
SS
SS
SS
ST
SS
SS
7
31
33
35
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 3
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
Continued Next Page
OWNER
CME-55
WL
WL
WL
15
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
DESCRIPTION
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-5
BORING STARTED
Center of site
8-3-12
LOG OF BORING NO. B-03
Boring Location:
JOB #
PROJECT
8-2-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
Consol.
UU Triax.,
PP-2 ksf,
TV-2ksf
CLAY:
with sand layers, very soft to soft, gray
CLAY:
very soft, black
43
64
9
18
9
10
11
12
13
14
3
--
0
0
0
--
18
24
18
18
18
15
30
40
SS
ST
SS
SS
SS
ST
37
33
37
21
97
105
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 3
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
Continued Next Page
OWNER
CME-55
WL
WL
WL
15
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-5
BORING STARTED
8-3-12
LOG OF BORING NO. B-03
JOB #
PROJECT
8-2-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
SANDY SILTY CLAY:
stiff to very stiff, gray
Boring completed at approximately 76.5
feet below ground surface
76.5
15
16
17
11
25
26
18
18
18
SS
SS
SS
6829
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 3 of 3
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
OWNER
CME-55
WL
WL
WL
15
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-5
BORING STARTED
8-3-12
LOG OF BORING NO. B-03
JOB #
PROJECT
8-2-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
66
67
68
69
70
71
72
73
74
75
76
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
PP-0.5 ksf,
TV-0.9 ksf
ASPHALT:
Approximately 4 inches thick
FILL:
gravel with silt, sand and debris, brown and
black
CLAY:
medium stiff, black
CLAY:
with sand layers, very soft to soft, gray
0.33
4
9
24
1
2
3
4
5
6
7
8
19
5
--
4
--
0
4
1
18
18
24
18
21
18
18
18
49
SS
SS
ST
SS
ST
SS
SS
SS
31
30
37
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 1 of 3
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
Continued Next Page
OWNER
CME-55
WL
WL
WL
12
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
DESCRIPTION
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-6
BORING STARTED
Northwest corner of site
8-3-12
LOG OF BORING NO. B-04
Boring Location:
JOB #
PROJECT
8-3-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
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I
G
H
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,
P
C
F
WA
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CO
N
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N
T
,
%
RE
C
O
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E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
PP-0.3 ksf,
TV-0.5 ksf
UU Triax.,
PP-1.5 ksf,
TV-1.2 ksf
CLAY:
with sand layers, very soft to soft, gray
CLAY:
very soft, black
SANDY SILTY CLAY:
very stiff, black and gray
43
58
9
10
11
12
13
14
0
--
0
--
0
17
18
24
18
24
18
18
SS
ST
SS
ST
SS
SS
66
99
27
34
25
86
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 2 of 3
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
Continued Next Page
OWNER
CME-55
WL
WL
WL
12
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-6
BORING STARTED
8-3-12
LOG OF BORING NO. B-04
JOB #
PROJECT
8-3-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
.
G
D
T
8
/
2
7
/
1
2
SANDY SILTY CLAY:
very stiff, black and gray
SAND:
with silty clay, very loose to medium dense
- flowing sands
Boring completed at approximately 75 feet
below ground surface
70
75
615
16
18
3
18
18
25SS
SS
27
TESTS
OTHER
WATER LEVEL OBSERVATIONS, ft
CRC
APPROVED
between soil and rock types: in-situ, the transition may be gradual.
Page 3 of 3
Former Fleet Facility
Salt Lake City Corporation
WD
850 South 300 West
Salt Lake City, Utah
OWNER
CME-55
WL
WL
WL
12
SITE
BORING COMPLETED
FOREMAN
The stratification lines represent the approximate boundary lines
GR
A
P
H
I
C
L
O
G
Auto Hammer, Hollow Stem Auger
Exhibit A-6
BORING STARTED
8-3-12
LOG OF BORING NO. B-04
JOB #
PROJECT
8-3-12
61125059
RIG
RLC
US
C
S
S
o
i
l
S
y
m
b
o
l
NU
M
B
E
R
TY
P
E
%
P
A
S
S
I
N
G
NO
.
2
0
0
S
I
E
V
E
DE
P
T
H
,
f
t
.
DR
Y
U
N
I
T
WE
I
G
H
T
,
P
C
F
WA
T
E
R
CO
N
T
E
N
T
,
%
RE
C
O
V
E
R
Y
,
i
n
.
LI
Q
U
I
D
L
I
M
I
T
66
67
68
69
70
71
72
73
74
75
SAMPLES
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
BL
O
W
S
/
f
t
.
BO
R
E
H
O
L
E
_
9
9
6
1
1
2
5
0
5
9
.
G
P
J
T
E
R
R
A
C
O
N
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G
D
T
8
/
2
7
/
1
2
Preliminary Geotechnical Engineering Report
Former Fleet Facility Ŷ Salt Lake City, Utah
August 27, 2012 Ŷ Terracon Project No. 61125059
Exhibit A-7
Field Exploration Description
The boring locations were located in the field by Terracon by referencing an aerial map and
estimating distances from existing features. The locations of the borings should be considered
accurate only to the degree implied by the means and methods used to define them.
The borings were drilled with a truck-mounted CME-75 rotary drill rig using continuous flight
hollow-stem augers. Samples of the soil encountered in the borings were obtained using the
split-barrel and thin-walled tube sampling procedures.
In the split-barrel sampling procedure, the number of blows required to advance a standard 2-
inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means
of a 140-pound hammer with a free fall of 30 inches, is the standard penetration resistance
value (SPT-N). This value is used to estimate the in-situ relative density of cohesionless soils
and consistency of cohesive soils.
An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed
on this site. A significantly greater efficiency is achieved with the automatic hammer compared to
the conventional safety hammer operated with a cathead and rope. This higher efficiency has an
appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been
considered in the interpretation and analysis of the subsurface information for this report.
In the thin-walled tube sampling procedure, a thin-walled, seamless steel tube with a sharp cutting
edge is pushed hydraulically into the soil to obtain a relatively undisturbed sample.
The samples were tagged for identification, sealed to reduce moisture loss, and taken to our
laboratory for further examination, testing, and classification. Information provided on the boring
logs attached to this report includes soil descriptions, consistency evaluations, boring depths,
sampling intervals, and groundwater conditions. The borings were backfilled with auger cuttings
and capped with asphalt cold patch prior to the drill crew leaving the site.
A field log of each boring was prepared by the field engineer during drilling. These logs
included visual classifications of the materials encountered during drilling as well as the field
engineer’s interpretation of the subsurface conditions between samples. Final boring logs
included with this report represent the engineer's interpretation of the field logs and include
modifications based on laboratory observation and tests of the samples.
APPENDIX B
LABORATORY TESTING
Preliminary Geotechnical Engineering Report
Former Fleet Facility Ŷ Salt Lake City, Utah
August 27, 2012 Ŷ Terracon Project No. 61125059
Exhibit B-1
Laboratory Testing
Samples retrieved during the field exploration were taken to the laboratory for further
observation by the project geotechnical engineer and were classified in accordance with the
Unified Soil Classification System (USCS) described in Appendix A. At that time, the field
descriptions were confirmed or modified as necessary and an applicable laboratory testing
program was formulated to determine engineering properties of the subsurface materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses,
and the development of foundation and earthwork recommendations. Laboratory tests were
performed in general accordance with the applicable ASTM, local or other accepted standards.
Selected soil samples obtained from the site were tested for the following engineering
properties:
In-situ Water Content Minus 200 Sieve Analysis
Atterberg Limits
Consolidation
Unit Weight
Unconsolidated-Undrained (UU)
Triaxial Strength
Results of the laboratory tests are summarized on the boring logs in Appendix A, reported in
Appendix B, and in this report.
Before Consolidation
Sample Diameter (in):2.49 Moist Unit Weight (pcf):134
Sample Height (in):1.005 Moisture Content (%):19
Sample Volume (cf):0.0028 Dry Unit Weight (pcf):112
After Consolidation
Sample Diameter (in):2.49 Moist Unit Weight (pcf):142
Sample Height (in):0.93456 Moisture Content (%):17
Sample Volume (cf):0.0026 Dry Unit Weight (pcf):121
Liquid Limit:22 Percent Fines:--
Plasticity Index:6 Classification:Silty Clay (CL-ML)
Project Name:
Project No.:
Location:
Sample:
Consolidation Test Data (ASTM D 2435-04 )
SLC Former Fleet Lot
61125059
B-1 @ 7.5'
Salt Lake City, UT
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0.1 1 10 100
VE
R
T
I
C
A
L
S
T
R
A
I
N
,
%
VERTICAL STRESS, ksf
Exhibit B-2
Before Consolidation
Sample Diameter (in):2.50 Moist Unit Weight (pcf):104
Sample Height (in):1.013 Moisture Content (%):45
Sample Volume (cf):0.0029 Dry Unit Weight (pcf):72
After Consolidation
Sample Diameter (in):2.50 Moist Unit Weight (pcf):127
Sample Height (in):0.7857 Moisture Content (%):37
Sample Volume (cf):0.0022 Dry Unit Weight (pcf):93
Liquid Limit:--Percent Fines:--
Plasticity Index:--Classification:Clay
Project Name:
Project No.:
Location:
Sample:
Consolidation Test Data (ASTM D 2435-04 )
SLC Former Fleet Lot
61125059
B-1 @ 25'
Salt Lake City, UT
0.0
5.0
10.0
15.0
20.0
25.0
30.0
0.1 1 10 100
VE
R
T
I
C
A
L
S
T
R
A
I
N
,
%
VERTICAL STRESS, ksf
Exhibit B-3
Before Consolidation
Sample Diameter (in):2.50 Moist Unit Weight (pcf):125
Sample Height (in):1 Moisture Content (%):24
Sample Volume (cf):0.0028 Dry Unit Weight (pcf):101
After Consolidation
Sample Diameter (in):2.50 Moist Unit Weight (pcf):
Sample Height (in):0.95958 Moisture Content (%):
Sample Volume (cf):0.0027 Dry Unit Weight (pcf):
Liquid Limit:--Percent Fines:--
Plasticity Index:--Classification:Clay
Project Name:
Project No.:
Location:
Sample:
Consolidation Test Data (ASTM D 2435-04 )
SLC Former Fleet Lot
61125059
B-2 @ 10'
Salt Lake City, UT
0.0
1.0
2.0
3.0
4.0
5.0
6.0
0.1 1 10 100
VE
R
T
I
C
A
L
S
T
R
A
I
N
,
%
VERTICAL STRESS, ksf
Exhibit B-4
Before Consolidation
Sample Diameter (in):2.46 Moist Unit Weight (pcf):129
Sample Height (in):1.002 Moisture Content (%):33
Sample Volume (cf):0.0028 Dry Unit Weight (pcf):97
After Consolidation
Sample Diameter (in):2.46 Moist Unit Weight (pcf):135
Sample Height (in):0.8766 Moisture Content (%):22
Sample Volume (cf):0.0024 Dry Unit Weight (pcf):111
Liquid Limit:30 Percent Fines:--
Plasticity Index:9 Classification:Lean Clay (CL)
Project Name:
Project No.:
Location:
Sample:
Consolidation Test Data (ASTM D 2435-04 )
SLC Former Fleet Lot
61125059
B-3 @ 40'
Salt Lake City, UT
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
0.1 1 10 100
VE
R
T
I
C
A
L
S
T
R
A
I
N
,
%
VERTICAL STRESS, ksf
Exhibit B-5
Axial Deviator Shear
Strain Stress Stress
(%)(psf)(psf)
0.00 0.0 0.0
0.00 0.0 0.0
0.04 46.3 23.2
0.08 69.8 34.9
0.16 111.2 55.6
0.25 150.6 75.3
0.35 191.6 95.8
0.50 250.4 125.2
0.60 284.0 142.0
0.69 321.3 160.7
0.80 360.0 180.0
0.90 400.7 200.3
1.00 443.2 221.6
1.99 909.1 454.5
3.01 1323.8 661.9
4.02 1589.1 794.6
5.03 1728.0 864.0
6.05 1797.8 898.9
7.06 1860.6 930.3
8.07 1900.1 950.1
9.08 1906.4 953.2
10.09 1951.5 975.8
11.09 2015.2 1007.6
12.11 2082.7 1041.4
13.11 2172.5 1086.3
14.13 2287.8 1143.9
15.13 2408.1 1204.1
16.14 2560.2 1280.1
17.15 2724.3 1362.2
18.16 2902.1 1451.1
19.16 3108.9 1554.5
20.00 3282.4 1641.2
Sample Diameter (in):2.80 Moist Unit Weight (pcf):128
Sample Height (in):6.6 Moisture Content (%):23.5
Sample Volume (cf):0.0235 Dry Unit Weight (pcf):104
Confining Stress (psf):600.94 Strain at Falure (%)20
Strain Rate (%/min):1.00 Shear Stress at Falure (psf)1641
Strain Rate (in/min):0.0666
Project Name:
Project No.:
Location:
Sample:
Sample Description:clay
Unconsolidated-Undrained Triaxial Compression Test (ASTM D2850)
Former Fleet Lot
61125059
Salt Lake City, UT
B-1 @ 35'
3282.4
0
500
1000
1500
2000
2500
3000
3500
0 5 10 15 20
De
v
i
a
t
o
r
S
t
r
e
s
s
,
p
s
f
Strain, %
Exhibit B-6
Axial Deviator Shear
Strain Stress Stress
(%)(psf)(psf)
0.00 0.0 0.0
0.00 0.0 0.0
0.03 94.6 47.3
0.08 158.6 79.3
0.16 262.7 131.4
0.25 364.2 182.1
0.33 456.3 228.2
0.50 589.8 294.9
0.60 661.4 330.7
0.70 731.0 365.5
0.79 796.8 398.4
0.90 859.1 429.5
1.01 924.5 462.3
2.02 1401.8 700.9
3.03 1801.4 900.7
4.03 2164.3 1082.2
5.04 2446.1 1223.1
6.04 2612.5 1306.3
7.05 2767.7 1383.9
8.07 2908.3 1454.2
9.08 2952.2 1476.1
10.09 2992.5 1496.3
11.09 3046.3 1523.2
12.10 3067.1 1533.6
13.11 3064.2 1532.1
14.12 3098.6 1549.3
15.13 3107.7 1553.9
16.15 3073.7 1536.9
17.15 3087.5 1543.8
18.16 3124.1 1562.1
19.17 3117.1 1558.6
20.00 3101.3 1550.7
Sample Diameter (in):2.80 Moist Unit Weight (pcf):124
Sample Height (in):6.1 Moisture Content (%):34
Sample Volume (cf):0.0217 Dry Unit Weight (pcf):93
Confining Stress (psf):592.53 Strain at Falure (%)18
Strain Rate (%/min):1.00 Shear Stress at Falure (psf)1562
Strain Rate (in/min):0.0612
Project Name:
Project No.:
Location:
Sample:
Sample Description:Lean Clay (CL)
Unconsolidated-Undrained Triaxial Compression Test (ASTM D2850)
Former Fleet Lot
61125059
Salt Lake City, UT
B-2 @ 5'
3124.1
0
500
1000
1500
2000
2500
3000
3500
0 5 10 15 20
De
v
i
a
t
o
r
S
t
r
e
s
s
,
p
s
f
Strain, %
Exhibit B-7
Axial Deviator Shear
Strain Stress Stress
(%)(psf)(psf)
0.00 0.0 0.0
0.00 0.0 0.0
0.03 0.0 0.0
0.08 0.0 0.0
0.16 57.2 28.6
0.25 213.1 106.5
0.33 334.1 167.1
0.49 515.9 257.9
0.58 619.6 309.8
0.69 734.0 367.0
0.79 844.8 422.4
0.89 949.6 474.8
0.99 1054.1 527.1
1.99 1898.1 949.1
3.00 2539.6 1269.8
4.00 2986.5 1493.3
5.02 3333.1 1666.6
6.03 3589.0 1794.5
7.05 3792.5 1896.3
8.06 4013.7 2006.9
9.08 4164.8 2082.4
10.09 4273.5 2136.8
11.10 4410.6 2205.3
12.10 4510.6 2255.3
13.13 4568.2 2284.1
14.13 4650.4 2325.2
15.14 4724.4 2362.2
16.16 4735.7 2367.9
17.17 4779.4 2389.7
18.17 4831.5 2415.8
19.16 4846.8 2423.4
20.00 4879.6 2439.8
Sample Diameter (in):2.76 Moist Unit Weight (pcf):127
Sample Height (in):6.3 Moisture Content (%):21
Sample Volume (cf):0.0218 Dry Unit Weight (pcf):105
Confining Stress (psf):597.17 Strain at Falure (%)20
Strain Rate (%/min):1.00 Shear Stress at Falure (psf)2440
Strain Rate (in/min):0.0635
Project Name:
Project No.:
Location:
Sample:
Sample Description:Lean Clay (CL)
Unconsolidated-Undrained Triaxial Compression Test (ASTM D2850)
Former Fleet Lot
61125059
Salt Lake City, UT
B-3 @ 60'
4879.6
0
1000
2000
3000
4000
5000
6000
0 5 10 15 20
De
v
i
a
t
o
r
S
t
r
e
s
s
,
p
s
f
Strain, %
Exhibit B-8
Axial Deviator Shear
Strain Stress Stress
(%)(psf)(psf)
0.00 0.0 0.0
0.00 1.1 0.5
0.07 246.0 123.0
0.16 329.7 164.8
0.31 451.1 225.5
0.50 547.0 273.5
0.71 633.4 316.7
1.02 765.5 382.7
1.52 981.7 490.8
1.81 1109.8 554.9
2.02 1190.4 595.2
4.03 1712.5 856.3
6.04 1995.5 997.8
8.07 2071.3 1035.7
10.09 2083.5 1041.8
12.10 2066.9 1033.5
14.11 1924.3 962.2
16.14 1811.1 905.6
18.15 1689.3 844.7
20.01 1674.9 837.5
Sample Diameter (in):2.84 Moist Unit Weight (pcf):115
Sample Height (in):6.116667 Moisture Content (%):34
Sample Volume (cf):0.0224 Dry Unit Weight (pcf):86
Confining Stress (psf):604.21 Strain at Falure (%)10
Strain Rate (%/min):2.00 Shear Stress at Falure (psf)1042
Strain Rate (in/min):0.1234
Project Name:
Project No.:
Location:
Sample:
Sample Description:clay
Unconsolidated-Undrained Triaxial Compression Test (ASTM D2850)
Former Fleet Lot
61125059
Salt Lake City, UT
B-4 @ 50'
2083.5
0
500
1000
1500
2000
2500
0 5 10 15 20
De
v
i
a
t
o
r
S
t
r
e
s
s
,
p
s
f
Strain, %
Exhibit B-9
APPENDIX C
SUPPORTING DOCUMENTS
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger
DB: Diamond Bit Coring - 4", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”.
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling N/E: Not Encountered
WCI: Wet Cave in WD: While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB: After Boring ACR: After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In
low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have
more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine
Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are
plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis
of their in-place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS
Unconfined
Compressive
Strength, Qu, psf
Standard
Penetration or
N-value (SS)
Blows/Ft.
Consistency
Standard Penetration
or N-value (SS)
Blows/Ft.
Relative Density
< 500 0 - 1 Very Soft 0 – 3 Very Loose
500 – 1,000 2 - 4 Soft 4 – 9 Loose
1,000 – 2,000 2,000 4 - 8 Medium Stiff 10 – 29 Medium Dense
2,000 – 4,000 4,000 8 - 15 Stiff 30 – 49 Dense
4,000 – 8,000 15 - 30 Very Stiff > 50 Very Dense
8,000+ > 30 Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) of other
constituents
Percent of
Dry Weight
Major Component
of Sample
Particle Size
Trace < 15 Boulders Over 12 in. (300mm)
With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75 mm)
Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
RELATIVE PROPORTIONS OF FINES
Sand
Silt or Clay
#4 to #200 sieve (4.75mm to 0.075mm)
Passing #200 Sieve (0.075mm)
Descriptive Term(s) of other
constituents
Percent of
Dry Weight
PLASTICITY DESCRIPTION
Term Plasticity Index
Trace
With
Modifiers
< 5
5 – 12
> 12
Non-plastic
Low
Medium
High
0
1-10
11-30
> 30
Exhibit A-6
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification
Group
Symbol
Group NameB
Cu ≥ 4 and 1 ≤ Cc ≤ 3E GW Well-graded gravelF Clean Gravels
Less than 5% finesC Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF
Fines classify as ML or MH GM Silty gravelF,G, H
Coarse Grained Soils
More than 50% retained
on No. 200 sieve
Gravels
More than 50% of coarse
fraction retained on
No. 4 sieve Gravels with Fines More
than 12% finesC Fines classify as CL or CH GC Clayey gravelF,G,H
Cu ≥ 6 and 1 ≤ Cc ≤ 3E SW Well-graded sandI Clean Sands
Less than 5% finesD Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sandI
Fines classify as ML or MH SM Silty sandG,H,I
Sands
50% or more of coarse
fraction passes
No. 4 sieve Sands with Fines
More than 12% finesD Fines Classify as CL or CH SC Clayey sandG,H,I
PI > 7 and plots on or above “A” lineJ CL Lean clayK,L,M Silts and Clays
Liquid limit less than 50
inorganic
PI < 4 or plots below “A” lineJ ML SiltK,L,M
Liquid limit - oven dried Organic clayK,L,M,N
Fine-Grained Soils
50% or more passes the
No. 200 sieve
organic
Liquid limit - not dried
< 0.75 OL
Organic siltK,L,M,O
inorganic PI plots on or above “A” line CH Fat clayK,L,M
Silts and Clays
Liquid limit 50 or more PI plots below “A” line MH Elastic SiltK,L,M
Liquid limit - oven dried Organic clayK,L,M,P organic
Liquid limit - not dried
< 0.75 OH
Organic siltK,L,M,Q
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-in. (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains ≥ 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
HIf fines are organic, add “with organic fines” to group name.
I If soil contains ≥ 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with
gravel,” whichever is predominant.
L If soil contains ≥ 30% plus No. 200 predominantly sand, add
“sandy” to group name.
M If soil contains ≥ 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI ≥ 4 and plots on or above “A” line.
O PI < 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
APPENDIX D
BEARING PRESSURE CHARTS
Project No.
Task No.
Scale:
Date:
61125059
0
Not to Scale
8/27/2012
Project Mngr:
Drawn By:
Checked By:
Approved By:
JWG
CRC
JWG
RLC
NET ALLOWABLE BEARING PRESSURES
FORMER FLEET FACILITY
850 South 300 West, Salt Lake City, Utah
Salt Lake City Corporation 14850 S Pony Express Rd., Ste 150N
Bluffdale, Utah 84065
EXHIBIT
D-1
0
500
1,000
1,500
2,000
2,500
3,000
3,500
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Ne
t
A
l
l
o
w
a
b
l
e
B
e
a
r
i
n
g
P
r
e
s
s
u
r
e
- ps
f
Str. Fill Thickness Below Footing - ft
Strip Footing
Footing Width = 1.5 feet
Footing Width = 2 feet
Footing Width = 2.5 feet
Footing Width = 3 feet
Footing Width = 4 feet
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Ne
t
A
l
l
o
w
a
b
l
e
B
e
a
r
i
n
g
P
r
e
s
s
u
r
e
- ps
f
Str. Fill Thickness Below Footing - ft
Column Footing
Footing Size = 4 x 4 feet
Footing Size = 5 x 5 feet
Footing Size = 6 x 6 feet
Footing Size = 7 x 7 feet
Footing Size = 10 x 10 feet
Footing Size = 12 x 12 feet