DERR-2024-013001

Applied Geotechnical Engineering Consultants , P.C.
GEOTECHNICAL INVESTIGATION
CONCEPTUAL/PRELIMINARY DESIGN
AND SITE GRADING
PROPOSED JORDAN BLUFFS DEVELOPMENT
"SHARON STEEL SITE "
APPROXIMATELY 7800 SOUTH 700 W EST
MIDVALE, UT AH
App l ied Geotechnical Engi neering Consultants, P.C.
GEOTECHNICAL INV ESTIGATION
CONCEPTUAL/PRELIMINARY DESIGN
AND SITE GRADING
PROPOSED JORDAN BLUFFS DEVELOPMENT
"SHARON STEEL SITE"
APPROXIMATELY 7800 SOUTH 700 WEST
MIDVALE, UT A H
PREPARED FOR :
CREATERRA, INC .
584 SOUTH STATE STREET
OREM, UTAH 84058
ATTENTION : BENJAMIN R. MAGELSEN
PROJECT NO . 1040194 JANUARY 7, 2005
600 West Sa ndy Pa rkway 0 Sa ndy, Ut a h 8 4070 ° (801) 5 66-6399 e FAX [phone]
TABLE OF CONTENTS
EXECUTIVE SUMMARY ........................................ Page 1
SCOPE ................................................... Page 4
HISTORY .................................................. Page 5
SITE CONDITIONS ............... • ............................ Page 5
FIELD STUDY ............................................... Page 6
SUBSURFACE CONDITIONS ..................................... Page 9
SUBSURFACE WATER ....................................... Page 14
SUMMARY OF SUBSURFACE CONDITIONS ......................... Page 1 5
PRELOAD MONITORING ...................................... Page 16
PROPOSED CONSTRUCTION ................................... Page 17
SLOPE STABILITY .......................................... Page 18
PRELIMINARY DESIGN AND SITE GRADING RECOMMENDATIONS ......... Page 20
A. Existing Tailings .................................. Page 20
B. Site Grading ..................................... Page 21
C. Slopes ......................................... Page 29
D. Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 29
E. Concrete Slab-on-Grade ............................. Page 33
F. Lateral Earth Pressures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 34
G. Seismicity, Faulting and Liquefaction .................... Page 35
H. Water Soluble Sulfates .............................. Page 38
I. Pavement ....................................... Page 38
LIMITATIONS .............................................. Page 40
REFERENCES
FIGURES
LOCATIONS OF EXPLORATORY BORINGS, TEST PITS, CPT
AND PRELOAD MONITORING
AERIAL PHOTO WITH TEST PITS, CPT, AND BORINGS
AERIAL PHOTO OF TAILING PONDS (1958)
APPROXIMATE AREA OF BUILDING PRELOADS
SHORT TERM SETTLEMENT ESTIMATE
PRELOAD TIME VS SITE GRADING FILL THICKNESS
FIGURE 1
FIGURE 2
FIGURE 3
FIGURE 4
FIGURE 5
FIGURE 6
Table of Contents (continued)
LOGS OF EXPLORATORY BORINGS
LOGS OF TEST PITS
LEGEND AND NOTES OF EXPLORATORY BORINGS
AND TEST PITS
GRADATION TEST RESULTS
GRADATION & MOISTURE-DENSITY RELATIONSHIP
CONSOLIDATION TEST RESULTS
DIRECT SHEAR TEST RESULTS
GRADATION TEST RESULTS (PRELOAD AREAS)
GRADATION & MOISTURE-DENSITY) RELATIONSHIP
(PRELOAD AND EMBANKMENT AREAS)
SUMMARY OF LABO RA TORY TEST RE SUL TS
APPENDIX I -
APPENDIX II -
APPENDIX Ill -
APPENDIX IV -
CONE PENETRATION TESTING DAT A
SETTLEMENT DATA
SITE SPECIFIC LIQUEFACTION ANALYSIS
PHOTOGRAPHS
FIGURES 7 & 8
FIGURES 9 & 10
FIGURE 11
FIGURE 12
FIGURES 13 -16
FIGURES 17 -22
FIGURES 23 -28
FIGURES 29 & 30
FIGURES 31 • 33
TABLE I
Page 1
EXECUTIVE SUMMARY
1 . It is our professional opinion that the site is suitable for the proposed design
and construction given the recommendations presented in this report are
followed. We anticipate that AGEC will continue to provide geotechnical
consultation, construction observations and field testing during construction.
The following is a brief summary of geotechnical information related to
preparing the site for development.
• Short term (primary) settlement of the fine-grained tailings is
significant and will likely continue for an extended time period
following placement of site grading fill, preloads and structural loads .
Settlement monitoring should be conducted to determine w hen the
significant portion of the settlement has occurred and when
construction may begin.
• Building areas above the highly compressible tailings should be
preloaded as described in the report .
• The geotechnical engineer should review project plans relating to
construction near and along slopes for conformance to the
recomme ndations presented in the report.
• A • rep resentative of the geotechnical engineer should observe
foundation excavations and subgrade areas prior to concrete or fill
placement.
2. Up to approximately 58 feet of tailings was encountered at the site. Th e
tailings generally consist of fine and coarse-grained materials. The fin•e-
grained tailings were generally encountered in areas of tailing ponds and low
areas across the site. Coarse tailings were encountered in areas of dikes and
embankments which extend throughout the tailings area. Based on a review
of aerial photographs of the tailing areas, we anticipate that the majority of
the site contains fine grained and/or compressible tailing s associated with the
tailing ponds.
Additional fill (non-tailings) was encountered along the northeast portion of
the site and along the west and south perimeter slopes of the site. Th e fill
consists of clayey sand and sa ndy lean clay. Buried concrete structures and
small to moderate amounts of debris, wood, organics and metal was
encountered in the a rea of Test Pits TP-1 through TP-3.
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Executive Summary Continued
The natural soil encountered below the fill and tailings consists of lean clay,
sand and gravel.
3. Subsurface water was encountered in many of the explorations. The
subsurface water was encountered at elevations ranging from 4,228 to 4,241
feet. PVC pipe was installed in Borings 8 -2 through 8-4 and Test Pits TP-4
through TP-6 to facilitate future measurement of the water level. The surface
of the subsurface water level generally slopes down to the Jordan River.
Additional information related to the subsurface water level is presented in the
report.
4. Settlement at four preload areas is being monitored. Two of the areas are
located where significant amounts of compressible tailings are anticipated.
The third area is an area of less compressible subsurface conditions (generally
coarse tailings and granular material with higher in-place densities). The third
and fourth areas are adjacent the 3 horizontal to 1 vertical side slopes .
Approximately 15 feet of fill was placed in the preload areas. Settlement
plates were established and elevations measured by others. The settlement
data was provided to AGEC for evaluation. The settlement monitoring has
been conducted for a relatively short period of time (up to approximateJy
210 days through December 6, 2004). Based on the available data,
approximately 8 to 15 ½ inches (averag e of 10.3 inches) of settlement has
been measured in the compressible tailings areas. Approximately 2 to 5 ½
inches (average of 3.1 inches) of settlement has been measured in the areas
with less compressible tailings.
We anticipate that the primary settlement of the coarse grained tailings will
occur rather quickly, likely during fill place ment. The settlement monitoring
data i ndicates that the prim ary settlement of the fine grained tailings
continues. Based on our analysis, we estimate that the primary settlement
may continue for up to approximately 19 months. Additional information
rel ated to the magnitude and estimated time for settlement to occur is
presented in the repo rt.
Placing fill in addition to the proposed site grading fill will reduce the preload
time. Generally, doubling the h eight of the fill will halve the estimated time
for settlement. Placement of additional fill may reduce the time for settlement
to occur to approximately 4 ½ to 9 ½ months . Settlement monitoring should
be conducted to determine when the significant portion of the settlement has
occurred and whe n construction of se ttlement sensitive structures may begin.
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Executive Summary Continued
5. Based on a review of old aerial photographs of the tailings site and due to the
fine grained compressible materials encountered at the site, building areas
within the area indicated on Figure 4 should be preloaded based on the
anticipated change in stress due to the proposed structures. Additional
information relating to building preloads are presented in the report.
6. Based on our understanding of the proposed construction and the subsurface
conditions encountered, the proposed structures may be supported on spread
footings bearing on the undisturbed natural soil, compacted structural fill
extending down to the undisturbed natural soil or above the existing tailing
areas which are preloaded, monitored for settlement and determined that the
significant portion of settlement has occurred prior to building construction .
Deep foundation systems may also be considered to provide higher load
carrying capacity or to facilitate construction along the existing side slopes .
Foundation recommendations such as allowable bearing pressures, estimated
settlements are presented in the report.
7. A slope stability analysis indicates that the 3 horizontal to 1 vertical side
slopes have safety f actors of at least 1.5 and 1 .0 for the static and seismic
conditions, respectively. Additional information related to slope stability is
presented in the report.
8. A site specific liquefaction analysis was conducted in conjunction with the
study. Based on our liquefaction analysis, it is our professional opinion that
liquefaction of the natural soils encountered at the site is not a hazard for the
proposed development. However, liquefaction could be a concern if the
water level were to rise up in to loose, granular tailings. Additional
information related to the liquefaction potential at the site is presented in the
report.
9. Geotechnical information relating to foundations, subgrade preparation,
compaction, materials and pavement design is included in the report.
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SCOPE
This report presents the results of a geotechnical investigation for the conceptual and
preliminary design of the proposed Jordan Bluffs Development, "Sharon Steel Site" to be
located at approximately 7800 South 700 West in Midvale, Utah. The report presents the
subsurface conditions encountered, laboratory test results and recommendations for
conceptual and preliminary design and site grading. The study was conducted in general
accordance with our proposal dated March 12, 2004 with the exception of conducting
fewer borings at the site. A proposed work plan was provided in a letter dated April 26,
2004. The scope of work was modified as the investigation proceeded.
Environmental Resources Management (ERM) previously conducted a preliminary
geotechnical evaluation of the Sharon Steel Superfund Site -Midvale, Utah for Mercury
Financial and presented their preliminary findings and recommendations in a report dated
February 2, 2004.
Field exploration was conducted to obtain information on the subsurface conditions.
Samples obtained during the field investigation were tested in the laboratory to determine
physical and engineering characteristics of the on-site tailings and soil. Information obtained
from the field and laboratory was augmented with the information presented in the above
referenced report and was used to define conditions at the site for our engineering analysis
and to develop recommendations for the conceptual/preliminary design and site grading.
This report has been prepared to summarize the data obtained during the study and to
present our conclusions and recommendations based on the proposed construction and the
subsurface conditions encountered. Preliminary design parameters and a discussion of
geotechnical engineering considerations related to construction are included in the report.
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HISTORY
The Sharon Steel site was previously used for ore milling and smelting. We understand that
smelting and milling was discontinued in the late 1950's and early 1970's, respectively.
Tailings were placed throughout the majority of the site. Aerial photographs indicate that
much of the tailings were hydraulically placed or "pushed out" over previously placed fill or
embankments. Windblown mill tailings accumulated in areas surrounding the site.
Two areas were established at the site to receive off-site soil generated during remediation
work in the adjacent areas surrounding the tailings site. We understand that materials
deposited in these areas may have been placed in a controlled manner and tested for
compaction. However, documentation of these activities could not be located.
The tailings area was capped with a geosynthetic liner and a soil protective cover layer. The
liner system consists of a geocomposite drain (textile and net) overlying a geomembrane
overlying a geosynthetic clay liner. The cap and liner system extends across the majority
of the site and along the north, south and west side slopes.
We understand that remnants of the historic mill and smelter buildings remain along the
northeast corner of the site. The above grade portion of these structures have been
removed from the site, however, the basements, foundations and other below grade
portions of these structures remain on site. Some of these structures were encountered
during our field investigation (Test Pits TP-1 through TP-3). Photographs are presented in
Appendix IV.
SITE CONDITIONS
The site consists primarily of an abandoned smelter and mill tailings area. The tailings area
has been built up above the adjacent Jordan River low areas. There are 3 horizontal to
Mb if n&1 t i ;w•
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1 vertical side slopes along the north, west and south sides of the capped tailings area. The
cap generally slopes down to the west with a series of peaks and valleys providing surface
drainage to the west. There is up to approximately 16 feet of elevation difference between
the peaks and valleys along the west side of the cap. Vegetation along the cap consists of
grasses and weeds.
The area along the northeast portion of the site has been rough graded for preconstruction
access. We understand that buried foundations and other concrete structures exist along
the northeast portion of the site.
Vacant land extends along the east/central portion of the site (between 700 West Street and
the cap).
Undeveloped land extends along the southeast portion of the site between 700 West Street
and the southeast portion of the cap.
700 West Street, which is a wide, two-lane, asphalt-paved road, extends along the east side
of the south and central portions of the site. There are one and two-story, wood frame
residences, one and two-story, slab-on-grade apartment structures and other buildings
northeast of the site. 7800 South Street, which is a wide, asphalt-paved road, extends
along the north side of the site. The Jordan River extends along the south and west sides
of the capped area.
FIELD STUDY
The field study consisted of several phases of investigation. The approximate investigation
locations are presented on Figures 1 and 2.
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Four borings (B-1 through 8-4) were drilled in the central portion of the site on April 27, 29
and 30, 2004. The boring locations were selected based on a review of old aerial
photographs of the area . Borings 8-1 and 8-2 were located in tailings pond ar~as and where
tailings were likely placed with water (s ee Figure 3). We anticipate that saturated tailings
and water were allowed to stand in these areas for significant lengths of time . Boring 8 -3
was located in the central portion of the site in an area of anticipated improved subsurface
conditions. Boring 8-4 was located along the south side of the site adjacent to embankment
side slope. Boring 8-4 is located along the south end of the site in an area which likely
received non-tailing fill material placed in a "controlled" manner.
A representative of Utah Division of Environmental Quality was on -s ite during initial drilling
and periodically during the remainder of the field study. The soil protective cover at each
boring location was excavated by hand to expose the geosynthetic liner materials.
Approximately 1 to 1 ½-foot square holes were cut through the liner to allow for auger
drilling below the liner.
The borings were drilled using 8-inch diameter hollow-stem auger powered by an all-terrain
drill rig. The borings were logged by a representative from AGEC. The borings were drilled
to observe the subsurface profile, to obtain samples for laboratory testing and to measure
the depth to groundwater.
PVC pipe was insta ll ed in Borings B-2, 8 -3 and 8-4 to allow for future measurement of the
subsurface water levels. The pipes were slotted near the anticipated free water l evel.
Generally, the borings were b ackfilled with silica sand below the free water level and below
the tailings/natural soil interface. Approximately 3 to 8 feet of bentonite was placed in the
borings around the PVC pipes above the sand. Cuttings (tailings) from the drilling process
were used as backfill above the bentonite up to the liner. Add itional on-s ite soil was used
where need ed to place fi ll up to near the liner e levation. We understand that the portion of
the pipes extend ing above grade is planned to b e cut off, the liner r epaired and soil
protective cover replaced. We understand that this work will b e accompli shed by others.
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The auger drilling investigation was followed by cone penetration testing (CPT). Six CPT
soundings were conducted at the approximate locations indicated on Figure 1 on May 13,
2004. The CPT locations were selected to provide subsurface information in other areas
• of the site not investigated with auger drilling and to establish a correlation (if possible)
between the CPT and boring information. One of the CPT soundings (CPT-2) is located
adjacent Boring B-2 . Location CPT-6A was investigated due to the practical equipment
refusal encountered at location CPT-6 . The CPT locations were prepared by exposing the
liner with hand excavation equipment. Approximately 4 inch square flaps were cut into the
synthetic liner to allow the cone to advance below the liner. We understand that the liner
is to be repaired and soil protective cover replaced by others.
Test Pits TP-1 through TP-3 were excavated in the northeast portion of the site on April 30,
2004. The test pits were located in the area where structures were known to exist in the
past. The excavations were conducted to observe the subsurface profile and to observe
existing buried structures and foundations . Photographs of conditions encountered in Test
Pits TP -1 through TP-3 are presented in Appendix IV. Test Pits TP-4 through TP-7 were
excavated on June 15, 2004. Test Pits TP-4 and TP-5 were excavated along the west
slope to observe the slope profile and the subsurface conditions below the fill embankment
materials. Test Pits TP-6 and TP-7 were excavated along the southeast and northeast
portions of the site, respectively, in the area of the proposed main roadway to extend
through the proposed development. The test pits were backfilled without · significant
compaction. The backfill in the test pits should be properly compacted where it will support
proposed buildings, floor slabs or pavements.
Logs of the s ubsurface conditions encountered in th e borings and t est pits are presented on
Figures 7 through 10 with legend a nd notes on Figure 11 . The data obtained from the CPT
investigation i s provided in Appendix I.
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SUBSURFACE CONDITIONS
Up to approximately 58 feet of tailings was encountered in the borings and cone penetration
testing {CPT} investigations. The tailings encountered at the site vary in material
characteristics, density and thickness. The tailings generally consist of areas of fine-grained
and coarse grained materials. The fine-grained tailings were generally encountered in areas
of tailings ponds and low areas across the site. Coarse tailings were encountered in areas
of dikes and embankments which extend throughout the tailings area . Based on a review
of aerial photographs of the tailings areas, we anticipate that the majority of the site
contains fine grained tailings associated with the tailings ponds.
Fill {non-tailings} was encountered in test pits excavated along the northeast portion of the
site and along the west and south perimeter slopes of the site. The fill consists of clayey
sand and sandy lean clay. Concrete structures and small to moderate amounts of debris,
wood, organics and metal was encountered in the area of Test Pits TP-1 through TP-3.
The natural soil encountered below the fill and tailings consists of lean clay, sand and gravel.
Sand and gravel was encountered below the clay and extends the maximum depth
investigated, approximately 72 feet.
A description of the various soils encountered in the borings and test pits follows:
Tailings Cap -The cap consists of soil protective cover overlying a synthetic liner
system. The soil protective cover consists of lean clay and silt with small amounts
of sand. It is slightly moist to moist, brown to grayish brown and contains roots and
organics in the upper approximately ½ foot. The liner system consists of a
geocomposite drain {textile and net} overlying a geomembrane overlying a
geosynthetic clay liner.
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Tailings (Fine-Grained) -The fine-grained tailings consists primarily of clay and silt
sized particles associated with the hydraulic disposal of the tailings at the site . The
fine grained tailings have low to high plasticity and small to moderate amounts of
sand. It is moist to very moist, brown to gray and dark gray and contains occasional
organics.
Laboratory tests conducted on samples of the fine-grained tailings indicate that it has
moisture content ranging from 10 to 5 2 percent and dry densities ranging from 7 2
to 100 pounds per cubic foot (pcf).
Results of consolidation tests performed on the fine-grained tailings indicate that it
will compress a moderate to large amount with the addition of light to moderate
loads . Results of the consolidation tests are presented on Figures 17 through 20.
Laboratory tests were performed on samples of the fine-grained tailings to determine
their strength characteristics. Direct shear tests conducted on samples of the tailings
indicate an internal friction of 30 to 41 degrees and cohesion ranging from 60 to
1,400 pounds per square foot (psf). Results of the direct shear tests are presented
on Figures 23, 24 and 27.
An unconfined compressive strength of 640 psf was measured for a sample of the
tailings tested.
Results of a gradation and moisture/density relationship (Proctor) test conducted on
a sample of the fine-grained tailings indicate that the material tested has a maximum
dry density of 139.5 pcf and an optimum moisture content of 9.5 percent as
determined by ASTM D-1 5 5 7 . Results of the gradation and Proctor tests are
presented on Figure 14.
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Page 11
The fine-grained tailings are generally very soft to dense with moderate to high
compressibility. Penetration resistance values obtained from the borings range from
2 to 4 7 blows per foot using a 140 pound hammer falling approximately 30 inches.
Tailings (coarse) -The coarse tailings consist primarily of sand sized particles with
low to moderate plasticity. It is moist to very moist, gray to orangish brown to
brown.
Laboratory tests conducted on samples of the coarse tailings indicate that it has
moisture contents ranging from 4 to 34 percent and dry densities ranging from 86
to 116 pcf .
Direct shear tests conducted on samples of the coarse tailings indicate internal
friction ranging from 23 to 30 degrees and cohesion ranging from 50 to 5 70 psf.
Results of the direct shear tests are presented on Figures 25 and 26.
Results of a gradation and moisture/density relationship (Proctor) test indicate that
the material tested has a maximum dry density of 126.0 pcf and an optimum
moisture content of 10 percent as determined by ASTM D-1557 . Results of the
gradation and Proctor tests are presented on Figure 1 3.
The coarse tailings are generally loose to v ery dense and exhibit slight to moderate
compressibility. Penetration resistance values obtained from the borings range from
7 to 71 blows per foot using a 140 pound hammer falling approximately 30 inches.
Fill (non -taili ngs) -The non-tailing fill consists primarily of clayey sand and sandy l ea n
clay with sma ll to moderate amounts of gravel. The fill contains occasional areas of
debris, wood, organics and metal. The fill is slightly moist to moist and brown to
grayish brown. Buried concrete structures and small to moderate amounts of debris,
wood organics a nd metal were encountered in Test Pits TP-1 through TP-3 .
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In-place moisture and density tests were conducted on portions of the fill
encountered in Test Pits TP-1, TP-2 and TP-3. The results of field testing indicate
that the materials tested vary in material type, density and amount of debris and
organics. The results of the field moisture and density tests conducted with a
nuclear density gauge indicate that the areas tested have dry densities ranging from
83 to 111 pct and have moisture contents ranging from 11 to 32 percent. The
results indicate that the areas tested have been compacted to approximately 80 to
92 percent of the maximum dry density as determined by ASTM D-1557. The test
results indicate that the moisture content of the areas tested is near or above the
optimum moisture content.
Embankment Material • The material sampled from the west side embankment
consists of silty, clayey gravel with sand. A direct shear test was conducted on the
portion of the sample which passed the No. 4 sieve and was remolded to
approximately 90 percent of the maximum dry density as determined by ASTM D-
1557 and near the optimum moisture content. The results of the direct shear test
are presented on Figure 28.
The results of gradation and moisture/density relationship tests conducted on
samples of the embankment material are presented on Figures 32 and 33.
Clay· The clay contains small amounts of sand. It is soft to medium stiff, moist to
wet, brown to gray and greenish gray and contains organics.
Laboratory tests conducted on samples of the clay indicate that it has natural
moisture contents ranging from 1 5 to 36 percent and natural dry densities ranging
from 76 to 110 pct.
Unconfined compressive strengths of 930 and 1,780 psi were measured for samples
of the clay tested in the laboratory.
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Results of consolidation tests performed on samples of the clay indicate that it will
compress a moderate amount with the addition of light to moderate loads. Results
of the consolidation tests are presented on Figures 21 and 22.
Clayey Sand -The clayey sand contains small to moderate amounts of clay. It is
medium dense, slightly moist to moist and gray.
Silty Sand -The silty sand contains small to moderate amounts of silt. It is medium
dense, slightly moist and brown.
Poorly Graded Sand -The sand contains small amounts of silt, occasional silty sand
and gravel. The sand is dense to very dense, very moist to wet and gray to brown.
Laboratory tests conducted on samples of the sand indicate that it has natural
moisture contents ranging from 20 to 34 percent and a natural dry density of 83 pcf.
Results of a gradation test conducted on a sample of the sand is presented on
Figure 12.
Poorly Graded Gravel -The gravel contains small to moderate amounts of sand. It
is dense to very dense, wet and gray to brown.
A summary of the laboratory test results is presented on Table I and is included on the logs
of the exploratory borings and test pits, Figures 7 and 10.
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SUBSURFACE WATER
/
Subsurface water was encountered in Borings B-1 through B-4 at depths ranging from
• approximately 49 ½ to 58 ½ feet below the existing ground surface. The subsurface water
measured in May and July 2004 range from approximate elevation 4233 ½ to 4237 feet.
Subsurface water was encountered in Test Pits TP-4 through TP-6 at depths ranging from
approximately 9 to 14 ½ feet below the adjacent ground surface. The subsurface water
measured in June and July 2004 ranges from approximate elevation 4229 ½ to 4230 ½ feet.
Based on the CPT data, subsurface water was encountered at approximate elevation 4228
to 4241 feet.
No subsurface water was encountered in Test Pits TP-1 through TP-3 and TP-7 at the time
of excavation to the depth investigated.
Slotted PVC pipe was installed in Borings B-2 through B-4 and Test Pits TP-4 through TP-6
to facilitate future measurement of the water level. Fluctuations in the water level will occur
with time. An evaluation of such fluctuations is beyond the scope of this report. Generally,
water le vels are expected to be highest in the spring and summer and lowest in the fall and
winter months.
The subsurface water level at the site ranges from approximate elevation 4228 to 4241
feet. The measured water levels appear to be below the fill or tailings/natural soil interface.
While some of the fill and tailings have relatively high moisture contents, we do not have
evidence that the subsurface water level extends up into the tailings. The subsurface water
elevations are generally higher along the eastern portion of the site with gradually lower
elevations to the west and the Jordan River. We anticipate that the su sur.face water flow
is downward to the west.
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SUMMARY OF SUBSURFACE CONDITIONS
The following table summarizes the approximate ground surface elevation, tailings/natural
soil interface elevation, tailings thickness and subsurface water elevation for boring, CPT
and test pit locations indicated. The approximate tailings/natural soil interface elevations
in the CPT investigation areas were estimated from the CPT data.
Approximate Approximate Approximate Approximate
Ground Surface Tailings/Natural Soil Tailings Subsurface
Location Elev. (ft) Interface Elev. (ft) Thickness (ft) Water Elev. (ft)
B-1 4287 4238 49 4235
B-2 4292 4236 56 4233½
B-3 4288 4251 37 4237
B-4 4286 4239½ 46½ 4236½
CPT-1 4292 4247 45 4228
CPT-2 4292 4236 56 Not Measured
CPT-3 4290 4234 56 Not Measured
CPT-4 4286 4244 42 4234
CPT-5 4291 4251 40 4234½
CPT-6 4286 refusal at 4282
CPT-6A 4284 4254 30 4241
TP-4 4242 *4232½ *9½ 4229½
TP-5 4245 *4236½ *8½ 4230½
TP-6 4245 no fill or tailings 4236
Note: * indicates fill/natural soil interface and fill thickness (non-tailings).
Av£'\: APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 16
PRELOAD MONITORING
The time rate of settlement at four preload areas are being measured by others. The
approximate preload locations are presented on Figures 1 and 2. Two of the areas (Areas
B-1 and B-2) are located where significant amounts of relatively soft, compressible tailings
were encountered . The third area (Area CPT-3) is an area of less compressible subsurface
conditions (generally coarse tailings and granular material with higher in-place densities).
The third and fourth areas (Areas CPT-3 and B-4) are adjacent the 3 horizontal to 1 vertical
side slopes.
Approximately 1 5 feet of preload fill was placed in an area approximately 50 to 70 feet
square at the 4-areas indicated above. The fill was imported to the site and placed without
significant compaction. Samples of the fill were obtained for laboratory classification
testing. The results of gradation tests conducted on samples of the fill are presented on
Figures 29 and 30. In-place moisture and density tests were conducted on top of each fill
pile with a nuclear density gauge. The test results indicate that the areas tested have dry
densities ranging from 62 to 120 pcf and moisture contents ranging from 10 to 38 percent.
Results of gradation and moisture/density relationship (Proctor) tests conducted on a sample
of the preload material are presented on Figure 31.
Settlement plates were established in the monitoring areas and measured by others. The
settlement data was provided to AGEC for evaluation. The settlement monitoring has been
conducted for a relatively short period of time (up to approximately 21 0 days through
December 6, 2004). Based on the available data, approximately 8 to 15 ½ inches (average
of 10.3 inches) of settlement has been measured in the compressible tailings areas.
Approximately 2 to 5 ½ inches (average of 3.1 inches) of settlement has been measured in
the areas with less compressible material and adjacent the slopes. Plots of the measured
settlement and length of time for each of the areas monitored are presented in Appendix II.
Av~'\; APPLIED GEOTECHNICAL ENGINEE RING CONSULTANTS, P.C. 10401 94
Page 17
We anticipate that the primary settlement of the coarse grained tailings will occur rather
quickly, likely during fill placement. The settlement monitoring data indicates that the
primary settlement of the fine grained tailings continues.
PROPOSED CONSTRUCTION
We understand that the proposed development is planned to be a mixed land use community
which may include commercial office/business park and a variety of residential uses. We
anticipate that the proposed structures will range from one to two-story, wood-frame
residences with a possibility of basements to multi-story, wood-frame masonry and steel
frame commercial and office buildings. We understand that the building foundations are
planned to extend below grade and will likely remain above the existing tailings liner. We
anticipate that foundations may extend to within approximately 1 foot of the existing liner
system.
We have assumed building loads to consist of wall loads of less than 5 kips per lineal foot
and column loads of less than 100 kips based on typical construction in the area.
Specifically, we have assumed exterior column loads of up to 50 kips and interior column
loads of up to 100 kips.
We understand that consideration is being given to constructing several buildings near or
along the slope which extends along the north, south and west sides of the site. We
understand that foundations for structures near and along the slopes may extend below the
liner system. The geotechnical engineer should review project plans (including building
location, size, type of construction, building loads, foundation system, site grading plans
and slope stability) for conformance to the recommendations presented in the report.
Roadways and parking areas are planned to extend throughout the proposed development.
Jordan Bluffs Parkway is planned to be the main access through the project. Anothe r
roadway is planned to be constructed along an embankment to extend south from the
Av~'\: APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 18
southeast portion of the cap and tie into 700 West Street which extends along the east side
of the site.
We have assumed and our pavement recommendations are based on traffic for residential
areas consisting of 1000 cars and 2 delivery trucks per day and 2 garbage trucks and 5
buses per week. Thicker pavement sections are anticipated for collector and major
roadways planned for the development.
We anticipate that open space and landscape areas will extend through the development.
If the proposed construction, building loads or anticipated traffic is significantly different
from what is described above, we shou ld be notified to reevaluate the recommendations
given.
SLOPE STABILITY
A slope stability analysis was conducted u sing static and pseudo-static (seismic) analyses.
The seism ic analysis was performed u sing a peak horizontal ground acceleration of 0. 1 29g
representing a 10 percent probability of exceedance in 50 years which represents a return
period of 475 years. The peak horizontal ground acceleration was reduced based on the
State of California, Division of Mines and Geology Special Publication 11 7, "Guidelines for
Analyzing and Mitigating Landslide Hazards in California" (Southern California Earthquake
Center, 2002), assuming an allowable 10 centimeters of displacement.
The stability ana lysis was conducted on a profile cons isting of a 3 horizontal to 1 vertical
slope with a maximum height of 70 feet. The existing slopes have slopes up to
approximately 45 feet high.
The strength parameters for the embankment materials were based on the results of
l aboratory tests and our experi ence in the area. The strength parameters used in the
analysis consi st of 34 degrees friction and 100 psf cohesion. It is our professional opinion
Av~"\: APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 19
that the embankment material likely has strengths equal to or greater than the strengths
used in the stability analysis.
Based on the ground surface profile, the material strengths used in the analysis and the
subsurface conditions, the stability analysis indicates safety factors greater than 1.5 and 1 .0
for static and seismic conditions, respectively.
Additional stability analysis was conducted on the perimeter side slopes assuming that
approximately 5 feet of material just above the tailings/natural soil interface liquefies during
a seismic event. We have assumed that if liquefaction were to occur, the liquefiable zone
would extend laterally across the tailings pond areas.
Strength parameters for the embankment and site grading fill material used in the analysis
consist of 34 degrees friction and 100 psf cohesion. Strength parameters used for the
tailings consists of 30 degrees friction and 200 psf cohesion.
In reviewing tailing properties across the site, approximately 65 percent of the material
would liquefy with an acceleration of at least 0.25g which represents a seismic event with
a 10 percent probability of exceeda nce in 50 years. The analysis indicates that a seismic
safety factor of 1 .0, assuming that approximately 65 percent of the material within the 5
foot zone liquefies during a se ismic event with a 10 percent probability of exceedance in a
50 year time period.
A slope stability safety factor on the order of 1.5 under static conditions is typically
acceptable for long term conditions for a slope n ear structures. Under seismic conditions,
a safety factor of 1.0 is considered suitable for the deformation indicated.
Av/:..'\;' APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 20
PRELIMINARY DESIGN AND SITE GRADING RECOMMENDATIONS
The following recommendations are given for conceptual/preliminary design and site grading
at the site. The recommendations should be reviewed and implemented with consideration
given to the expectation of performance and risk tolerance of the end-users/individual
owners . Typically, home owners have significantly higher performance expectations than
that of commercial owner/tenants . Thus, the direction taken during development should be
tailored for the end-users/individual owners. For example: If a portion of the fill and existing
buried structures are left below proposed floor slab areas, we recommend that at least 3
feet of properly compacted fill be provided below the proposed floor slab area . Due to the
higher expectations of resid ential owners, consideration should be given to providing a
thicker layer of properly compacted fill below the proposed floor slab area.
Based on the subsurface conditions encountered, the laboratory test results, our
understanding of the proposed construction and our experience in the area, the following
preliminary design and site grading recommendations are given:
A. Existing Tailings
Up to approximately 58 feet of tailings was encountered during the investigation.
The tailings generally consist of fine-grained and coarse materials. The fine-grained
t ai lings were generally encountered in areas of tailings ponds and low areas across
the site. Coarse tailings were encountered in areas of dikes and embankments which
extend throughout the tailings area. Based on a review of aerial photographs of the
tailings areas, we anticipate that the majority of the site contains fine grained and/or
compressible tailings associated with the tailings ponds .
The fine-grained tailings are generally very soft to dense with moderate to high
compressibility. The coa rs e t ailings are generally loose to very dense and exhibit
slight to moderate compre ss ibility.
Av~'\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 10401 94
Page 21
It is our professional opinion that, if the recommendations presented within the report
are implemented during the design, site grading and construction phases of the
project, the site may be considered suitable for the proposed construction.
B. Site Grading
Based on available site grading plans, we anticipate that the eastern portion of the
site is to be raised approximately 5 feet above the existing ground surface while the -1
ridges and valleys of the cap along the west side of th·~-site are planned to recei-.t.e
up to approximately 1 5 feet of fill. We anticipate that the existing 3 horizontal to 1
vertical slopes will continue upward as the site is raised. Fill placed for the project
over relatively large areas should be placed as soon as possible prior to building
construction. The settlement due to the site grading fill should be monitored to
determine when the significant portion of the settlement has occurred and when
building construction may begin. Surcharging the site by temporarily increasing the
amount of fill placed over an area will reduce the preload time. Generally, doubling
or tripling the amount of fill placed above the compressible tailings will reduce the
preload time on the order of 50 to 75 percent.
Based on the results of our analysis and the preload monitoring data, we anticipate
significant amounts of primary (short term) settlement due to the compression of the
fine grained compressible tailings under the increased load from the site grading fill.
Figure 5 presents graphically the estimated short term settlement of the compressible
tailings for various thicknesses of site grading fill. We anticipate that up to
approximately 20 inches of settlement may result from approximately 1 5 feet of site r
grading fill placed above the more compressible tailings. Smaller amounts of
settlement are anticipated in areas of less tailings and areas with increased amounts
of granular tailings.
The estimated time for the primary settlement due to the weight of the site grading
fill to occur was based on the results of laboratory testing and our engineering
Av~'\: APPLIED GEO TECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 22
analysis. Figure 6 presents the estimated time for the settlement due to the site
grading fill to occur. The lines on the graph represent the estimated time after which
approximately 1 and 2 inches of short term settlement remain. For approximately
15 feet of site grading fill, we estimate that up to approximately 19 months will be "
needed for the primary portion with less than 1 inch of remaining settlement of the
settlement to occur.
Secondary (long term) settlement is estimated to be on the order of 1 and 1 .. ½
inches over the next 15 and 30 years, respectively . This settlement should be
considered differential with respect to areas of the site with significantly less
compressible tailings. With the exception of areas of significant, distinct changes i n
subgrade conditions, we anticipate that the estimated secondary settlement will
generally occur uniformly over large areas. The estimated secondary settlement may
be reduced and considered negligible in areas where at least 2 feet of additional
preload fill is placed. This fill is placed in addition to the site grading fill and
surcharge placed to accelerate the time for primary settlement to occur.
Placing fill in addition to the proposed site grading fill (surcharge) will accelerate the
time for short term settlement to occur. Generally, doubling the height of the fill will
halve the estimated time for settlement. The following table summarizes the fill
amounts and reduction time for primary settlement to occur.
Total Fill Estimated Time For
Site Grading Fill Surcharge Fill Placement Settlement to Occur
5 feet none 5 feet T
5 feet 10 feet ½T
10 feet 15 feet ¼T
15 feet none 15 feet T
15 feet 30 feet ½T
Note: "T" represents the estimat ed time from Figure 6 .
Av/:.,.":;;;" APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 23
Based on the information presented above, doubling the fill placement in areas to
receive 15 feet of site grading fill could reduce the time for settlement to occur from
up to· ,19 months t<;> approximately 9 ½ months. Tripling the fill placement in areas
to receive approximately 8 ½ feet of site grading fill (average fill for the project)
could reduce the time for settlement to occur from up to 17 months to approximately
4½ months.
Settlement monitoring should be conducted to determine when the significant portion
of the settlement has occurred and when construction of settlement sensitive
structures may begin. More detailed recommendations for fill placement and
monitoring can be developed with increased understanding of the behavior of the
compressible tailings at the site.
Due to the highly compressible nature of the fine grained tailings and material placed
within the tailings ponds at the site, building pad areas, within the shaded area
indicated on Figure 4, should be preloaded with soil equal in weight to the
anticipated change in stress due to site grading fill and proposed structures . The
following loading conditions were evaluated: interior column loads of 100 kips,
exterior column loads of 50 kips and interior/exterior column loads at a basement
level. The following table summarizes the amount of preload to reduce post
construction settlement for the bearing pressures and loading conditions indicated.
The preload thickness is measured from the adjacent final grade elevation .
Preload
Foundations Bearing Level Bearing Pressures
(D epth Below
Type and Load Final Grade) 1,500 psf 2,000 psf 2,500 psf
Interior (100 kip s) 1 ' 6' 8' 1 0'
Exterior (50 kips) 2 ' 6' 6' 8'
Basement Interior ( 100 kips) 6' 8 ' 10' 17'
Basement Exterior (50 kips) 6' 11' 15' 19'
Note: Unit weight of preload is 110 pct (assumed).
Avl=,.."\;' APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 10401 9 4
Page 24
Due to the highly compressible nature of the tailings, the preload thickness increases
significantly as the foundation bearing elevation approaches the tailings. The preload
thickness may be reduced if at least 3 feet of structural fill is provided between the
foundation and the tailings. The preload thicknesses can be refined when actual
building loads and bearing e levations have been established.
1 . Excavation
2.
We anticipate that excavation at the site can be accomplished with typical
excavation equipment. Care should be taken to minimize disturbance of the
suitable material which remain below the proposed building areas.
Pavement Subgrade Preparation
We anticipate that pavements may be constructed above areas of undisturbed
natural soil, areas of existing structures, fill (possibly containing debris) and
areas of existing capped tailings. The following summarizes pavement
subgrade preparations for each of these areas.
a. Natural Soil
b.
Pavement subgrade areas consisting of undisturbed natural soil shou ld
not be scarified but cut to undisturbed natural soil below the topsoil,
organics or other deleterious material and a sufficient thickness of
granular fill placed to allow for adequate compaction and access for
construction traffic .
Existing Structures and Fill
Ideally, pavement subgrade areas would be free of topsoil, organics,
unsuitable fill, buried structures, debris, and other deleterious
materials. We anticipate that some of the existing structures and fill
may extend to significant depths below the proposed pavement
surface. If the owner is willing to accept the risk of potential
pavement distress due to differential densification of the existing fill,
Avl:.a,~ APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 25
consideration may be given to leaving a portion of the existing fill and
buried structures below proposed pavement areas. If a portion of the
existing fill and buried structures are left below proposed pavement
areas, we recommend that at least 3 feet of properly compacted fill be
provided below the pavement section. The subgrade should be proof
rolled prior to placement of fill or base course to identify soft areas.
Soft areas should be removed and replaced with properly compacted
fill.
c. Tailings Areas
Roadways are planned to extend above the capped tailings and liner
system. We anticipate that placement of the site grading fill may help
reduce the impact of differential densification of the tailings. The
tailings area subgrade should be free of vegetation, organics, debris
and other deleterious material. The subgrade should be proof rolled
prior to placement of fill or base course to identify soft areas. Soft
areas should be removed and replaced with properly compacted
structural fill.
3. Wet Subgrade
We anticipate that the upper portion of the natural soil, site grading fill and
the tailings soil protective cover material may consist of clay and silt which
may result in construction access difficulties for rubber-tired construction
equipment when the fine-grained soil is very moist to wet such as in the
winter or spring or in times of prolonged rainfall. Placement of gravel with
less than 15 percent passing the No. 200 sieve will generally improve site
access for construction. Generally, 1 to 2 feet of granular fill will provide
limited support for moderately loaded rubber-tired construction equipment
above a very moist to wet clay/silt subgrade.
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Av~'\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
4.
5.
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Page 26
Soil Protective Cover
The soil protective cover should be properly prepared prior to receiving site
grading fill. The soil protective cover should be cleared of vegetation,
organics and other deleterious material. The cover material should be
moisture conditioned to near or slightly above the optimum moisture content
and densified with compaction equipment. Care should be taken to avoid
damage to the liner system during reconditioning of the cover material and
placement of site grading fill.
Compaction
Compaction of materials placed at the site should equal or exceed the
minimum densities as indicated below when compared to the maximum dry
density as determined by ASTM D-1557 (Modified Proctor) and ASTM D-698
(Standard Proctor).
Fill To Support ASTM D-1557
Foundations ~ 95%
Concrete Slabs and Pavement ~ 90%
Landscaping ~ 85%
Retaining Wall Backfill 85 -90%
ASTM D-698
~ 100%
~ 95%
~ 90%
90 -95%
Base course should be compacted to at least 95 and 100 percent of the
maximum dry density as determined by ASTM D-1557 and ASTM D-698,
respectively.
To facilitate the compaction process, fill should be compacted at a moisture
content within 2 percent of the optimum moisture content. The fill should be
placed and compacted in thin enough lifts to allow for proper compaction.
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Av~,;;;; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
6.
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Page 27
Fill and pavement materials placed for the project should be frequently tested
for compaction. Due to the significant amount of fill, uncertainty of fill
sources and types of fill planned to be placed at the site, we recommend full-
time testing and observation during fill placement.
Materials
Listed below are materials recommended for imported structural fill.
Fill to Support
Footings
Floor Slab
(Upper 4 inches)
Slab Support
Recommendations
Non-expansive granular soil
Passing No. 200 Sieve < 35%
Liquid Limit < 30%
Maximum size 4 inches
Sand and/or Gravel
Passing No. 200 Sieve < 5%
Maximum size 2 inches
Non-expansive granular soil
Passing No. 200 Sieve < 50%
Liquid Limit < 30%
Maximum size 6 inches
Generally, the on-site soil and existing fill do not meet the material
recommendations presented above for fill placed to support structures but
may be used in pavement areas or as utility trench backfill if the topsoil,
organics, debris and other deleterious materials are removed or they may be-
used in landscaping areas.
Consideration may be given to using recycled concrete as fill for the project.
The recycled concrete should be free of debris and other deleterious materials
and be processed or crushed to a gradation suitable to allow for proper
placement and densification. Care should be taken to avoid nesting of larger
particles during fill placement.
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Av£"\: APPLIED GEOTECIINICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 28
Based on the significant thickness of site grading fill to be placed at the site
to facilitate development, consideration may be given to using other available
fill materials free of debris, organics, over-sized particles and other deleterious
materials as fill for the project. Material suitability may be addressed as the
material becomes available. Increased placement and compaction difficulties
can be expected when using fill with greater amounts of fine grained material.
Care will be required to properly moisture condition the material prior to
compaction. Ideally, the fill would be compacted at a moisture content near
or slightly above the optimum moisture content.
Fill placed at the site may require moisture conditioning (wetting or drying)
prior to use as fill or backfill. Drying of the soil may not be practical during
cold or wet times of the year.
Excavation in the lower areas of the site adjacent the west and south sides
of the capped tailings area may extend below the free water level. Free-
draining gravel with less than 5 percent passing the No. 200 sieve should be
used as structural fill where excavations extend below the free-water level.
7. Drainage
The ground surface surrounding the proposed structures should be sloped
away from the buildings in all directions. Roof down spouts and drains
should discharge well beyond the limits of backfill.
The collection and diversion of drainage away from the pavement surface is
important to the satisfactory performance of the pavement. Proper drainage
should be provided.
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Av£°\; APPLIED GEO TECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 29
C. Slopes
Modification of the existing slopes (excavation near the toe of the slope or placement
of fill along the upper portion of the slope) could result in reduced slope stability.
The geotechnical engineer should review project plans relating to construction near
and along slopes for conformance to the recommendations presented in the report.
D. Foundations
z
A discussion of the proposed construction including building construction and loads
are presented in the Proposed Construction section of the report. If the proposed
construction or building loads are found to be significantly different from those
described, the geotechnical engineer should be notified and additional evaluation may
be needed.
1 . Tailing Subgrade Preparation
2.
Proposed structures may be supported on spread footings bearing on the
existing tailing areas which are preloaded, monitored for settlement and
determined that the significant portion of settlement has occurred prior to
building construction (prepared tailings subgrade).
Bearing Material
With the proposed construction and the subsurface conditions encountered,
the proposed structures may be supported on spread footings bearing on the
undisturbed natural soil, compacted structural fill extending down to the
undisturbed natural soil, or above the prepared tailing areas. Deep foundation
systems may also be considered for the project. The following summarizes
foundation support above existing structures and fill and above the capped
tailings.
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AV~'\; APPLIED GEOTECEINICAL ENGINEERING CONSULTANTS, P.C. 1040194
i
a.
b.
Page 30
Existing Structures and Fill Areas
Existing concrete structures consisting of foundations, columns and
floor slabs were encountered along the northeast portion of the site.
Fill was observed adjacent the structures in the test pits excavated in
the area. Ideally, the existing buried structures, unsuitable fill (non-
tailings), debris and other deleterious material would be removed from
below proposed building areas. Structural fill placed below
foundations should extend down to the undisturbed natural soil or
prepared subgrade consisting of existing fill suitable for building
construction and out away from the edge of the footings a distance
equal to the depth of fill placement beneath the footings.
We understand that consideration is being given to leaving the existing
structures and fill below the proposed building areas. If the owner is
willing to accept the risk of potential building distress due to
differential densification of the existing fill, consideration may be given
to leaving a portion of the fill and existing structures below the
proposed building areas. If the existing fill and structures or a portion .
of the existing fill is left below the proposed building areas, we
recommend that at least 5 feet of properly compacted structural fill be
provided below the foundation bearing elevation throughout the entire
footprint of the proposed structure. Consideration may be given to
constructing a "crushed zone", which consists of a layer of crushed
stone, rock or concrete as structural fill. The crushed zone should be
at least 5 feet thick overlying any existing fill or structures.
Tailing Areas
Spread footings may also be constructed above the existing tailing
areas that have been properly prepared. Foundations may extend to
within 1 foot of the existing liner system.
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Av~"\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
3.
Page 31
Care should be taken to avoid having portions of the proposed building
foundation above significantly different bearing materialp (such as
partially above natural lean clay and partially above structural fill or
tailings). Additional excavation and fill placement may be needed to
provide a more uniform foundation support.
Bearing Pressures
a. Natural Soil Areas
b .
The proposed structures may be supported on spread footings bearing
on the undisturbed natural soil or on compacted structural fill
extending down to the undisturbed natural soil. Foundations bearing
on the undisturbed natural lean clay may be designed using an
allowable net bearing pressure of 1,500 psf. Footings bearing on at
least 1 and 2 feet of properly compacted structural fill extending down
to the undisturbed natural soil may be designed using an allowable net
bearing pressures of 2,000 and 2,500 psf, respectively. Higher
bearing pressures may be provided for greater thickness of structural
'
fill and granular bearing materials. Footings should have a miri_imum
width of 18 inches and a minimum depth of embedment of 10 inches.
Existing Structures and Fill Areas
As described above, 5 feet of compacted structural fill is
recommended below the foundation bearing elevation in areas where
the existing structures and fill or a portion of the fill is left below
proposed structures. Foundations bearing on at least 5 feet of
properly compacted fill may be designed using an allowable net
bearing pressure of 2,500 psf . •
Av~'\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 32
c. Tailing Areas
Foundations bearing on at least 1 foot of compacted structural fill
above th_e liner system in capped tailings areas may be designed using
an allowable net bearing pressure of 1,500 psf. Footings bearing on
at least 2 and 3 feet of properly compacted structural fill extending
down to "prepared tailings subgrade" may be designed using an
allowable net bearing pressures of 2,000 and 2,500 psf, respectively.
This assumes that the sign ificant portion of the settlement due to the
site grading and structural fill has occurred prior to building
construction.
4 . Temporary Loading Conditions
The allowable bearing pressure may be increased by one-half for temporary
load ing conditions such as wind or seismic loads.
5. Settlement
6.
We estimate that total and differential settlement due to the load imposed by
the proposed structures only will be less than 1 inch and ¾ inch, respectively,
for footings designed and constructed as indi cated above .
Disturbance of the soil below the foundation bearing elevation can result in
greater settlement . Care should be taken not to disturb the soil to remain
below the proposed foundation area.
Frost Depth
Exterior footings and footings beneath unheated areas should be pla ced at
least 30 inches below grade for frost protection.
Av~'\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
7.
Page 33
Foundation Base
The base of footing excavations should be cleared of loose or deleterious
material prior to structural fill or concrete placement or footings should extend
to adequate bearing material.
8. Construction Observation
A representative of the geotechnical engineer should observe footing
excavations prior to structural fill or concrete placement.
E. Concrete Slab-on-Grade
1 . Slab Support
#
a. Natural Soil Areas
Concrete floor slabs may be supported on the undisturbed natural soil
or on compacted structural fill extending down to the undisturbed
natural soil.
b. Existing Structures and Fill Areas
"
Ideally, existing buried structures, unsuitable fill, debris and other
deleterious materials would be removed from below proposed floor
slab areas. However, if the owner is willing to accept the risk of
potential floor slab distress due to differential densification of the
existing fill, consideration may be given to leaving a portion of the fill
and existing structures below the proposed floor slab areas. If the
existing fill and structures or a portion of the existing fill is left below
the proposed floor slab areas, we recommend that at least 3 feet (5
feet for residential construction) of properly compacted structural fill
be provided below the entire footprint of the proposed building.
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Av'~'\; APPLIED GEOTECIINICAL ENGINEERING CONSULTANTS, P.C. 1040194
2.
c.
Page 34
Tailing Areas
Concrete slabs may be constructed on properly compacted fill
extending down to a "prepared tailings subgrade".
Underslab Sand and/or Gravel
A 4-inch layer of free-draining sand and/or gravel (less than 5 percent passing
the No. 200 sieve) should be placed below the concrete slabs for ease of
construction and to promote even curing of the slab concrete.
3. Vapor Barrier
A vapor barrier should be placed below the underslab sand and/or gravel if the
floor will receive an impermeable floor covering. The barrier will reduce the
potential for water vapor passing from below the slab to the floor covering.
F. Lateral Earth Pressures
1 . Lateral Resistance for Footings
Lateral resistance for spread footings placed on the undisturbed natural soil,
on compacted structural fill or on structural fill placed above the tailings is
controlled by sliding resistance between the footing and the foundation soils.
A friction value of 0.35 may be used in design for ultimate lateral resistance.
2. Subgrade Walls and Retaining Structures
The following equivalent fluid weights are given for design of subgrade walls
and retaining structures. The active condition is where the wall moves away
from the soil. The passive condition is where the wall moves into the soil and
the at-rest condition is where the wall does not move. The values listed
below assume a horizontal surface adjacent the top and bottom of the wall.
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Avb'\:' APPLIED GEOTECHNICAL ENGINEERING coNsULTANTs, P.c. 1040194
Soil Type
Clay & Silt
Sand & Gravel
Active
50 pcf
40 pcf
At-Rest
65 pcf
55 pcf
Passive
250 pcf
300 pcf
Page 35
3. Seismic Conditions
4.
Under seismic conditions, the equivalent fluid weight should be increased by
31 pcf for active and at-rest conditions and decreased by 31 pcf for the
passive condition. This assumes a short period spectral response acceleration
of 1.34g which represents a 2 percent probability of exceedance in a 50-year
period which represents a return period of 2,475 years (IBC, 2000 and 2003).
Safety Factors
The values recommended above assume mobilization of the soil to achieve
soil strength. Conventional safety factors used for structural analysis for
such items as overturning and sliding resistance should be used in design.
G. Seismicity, Faulting and Liquefaction
1 .
2.
Seismicity
Listed below i s a summary of the site parameters for the 2000 and 2003
International Building Code.
a.
b.
C.
Site Class
Short Period Spectral Res ponse Acceleration, S5
One Second Period Spectral Response Acceleration, S 1
Faulting
D
1.340g
0.524g
Th ere are no mapped active faults extending through the project site. The
nearest mapped fault which is considered active, i s the Wasatch Fault located
approximately 6¼ miles to the east of the site. (Sa lt Lake County, 1995).
Av~'\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
3.
@Ai
Page 36
Liquefaction
The site is located in an area mapped as having a "high" liquefaction potential
(Salt Lake County, 1995). The soil type most susceptible to liquefaction
during a large magnitude earthquake is loose, clean sand. The liquefaction
potential for soil tends to decrease with an increase in fines content and
density.
A site-specific evaluation of the liquefaction potential was conducted in
conjunction with this study. The subsurface soil encountered at the site
consists of up to approximately 56 feet of tailings overlying natural lean clay
and relatively dense sand.
Subsurface water was encountered at depths of approximately 49 ½ to 58 ½
feet below the existing ground surface in the area of the tailings and at
depths ranging from 9 to 14 ½ feet below the existing ground surface in
areas excavated along the west and south sides of the site. Clay and soil
above the free-water level are not considered susceptible to liquefaction.
Three conditions were evaluated as part of this study. The first condition
evaluates the liquefaction potential of the natural soil below the measured
water levels. The second condition evaluates the natural soil below the
measured water levels along with granular tailings above the water level
which are saturated or near saturation. The third condition evaluates the
natural soil and granular tailings below the water level should the water level
rise approximately 5 feet above the water levels measured at the time of our
investigation.
a. Condition 1
The natural sand encountered below the free-water level is relatively
dense. Based on our liquefaction analysis at the site, the natural sand
below the free-water level has a "very low" liquefaction potential.
~-£ ic' f® 2 i¼P¾&AM@t±&H@ 4i44M W
Av£°\; APPLIED GEOTECIINICAL ENGINEERING CONSULTANTS, P.C. 1040194
b.
Page 37
Less than 1 inch of settlement is expected during a seismic event with
a 1 0 percent probability of exceedance in 50 years which represents
a return period of 4 75 years.
Condition 2
Assumes that the water level remains near the level measured at the
time of this investigation and that some of the coarse grained tailings
above the water level are saturated or near saturation. The analysis
indicates that the saturated or near saturated granular tailings (sand)
are susceptible to liquefaction. Settlement on the order of 2 ½ inches
or less is expected during a seismic event with a 10 percent
probability of exceedance in 50 years which represents a return period
of 475 years.
c. Condition 3
This condition assumes that the subsurface water level rises
approximately 5 feet above the water levels measured at the time of
our investigation. At these assumed water levels, the water would
likely extend into the lower portion of the tailings. The analysis
indicates that the granular tailings (sand) below the assumed water
levels has a "moderate" to "high" liquefaction potential.
Settlement on the order of 2 ½ inches or less is expected during a
seismic event with a 10 percent probability of exceedance in 50 years
assuming a 5-foot rise in water level.
The likelihood of significantly higher water levels and a seismic event
sufficient to cause liquefaction occurring at the same time is very
small. Consideration may be given to additional study of water well
histories in the area to better define past fluctuations in water levels,
Av£'\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 38
duration of higher water levels and probabilities of high water along
with seismic events.
The results of our liquefaction evaluation are presented in Appendix Ill.
H. Water Soluble Sulfates
Two samples of the tailings were tested in the laboratory for water soluble sulfate
content. Test results indicate that the sample obtained from Boring 8-2 at a depth
of approximately 4 feet contains 6,000 parts per million water soluble sulfate. The
test results indicate that the sample obtained from Boring B-3 at a depth of
approximately 2 feet contains 370 parts per million water soluble sulfate. Based on
the results of the tests and published literature, portions of the tailings possess
severe sulfate attack potential on concrete. Sulfate resistant cement is
recommended for concrete placed in contact with the existing tailings. Consideration
may also be given to evaluating the sulfate attack potential of other fill material
imported to the site which may be placed in contact with concrete. Other conditions
may dictate the type of cement to be used for the project.
I. Pavement
Based on subsurface conditions encountered, laboratory test results and the assume
traffic as described in the proposed construction section of the report, the following
pavement support recommendations are given:
1 . Pavement Support
We anticipate that the subgrade soils will likely consist of natural lean clay or
site grading fill (granular soil). A California Bearing Ratio (CBR) of 3 percent
was used in the analysis which assumes a clay subgrade.
ii.ii !WTI ill& ¥1/¥t¥fi&4¥~fi ft¥wf M5f¥t:t 5 ¼A
Av£'\;' APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
2.
3.
Page 39
Pavement Thickness
Based on the subsoil conditions, assumed traffic as described in the Proposed
Construction section of the report, a design life of 20 years for flexible
pavement and methods presented by the Utah Department of Transportation,
the following pavement sections are calculated.
A flexible pavement section consisting of 3 inches of asphaltic concrete
overlying 8 inches of base course is calculated.
The base course thickness may be reduced to 6 inches where at least 6
inches of granular borrow is provided or in areas of reduced traffic or no bus
and truck traffic such as cul de sacs.
Granular fill may be needed to facilitate construction of the pavement when
the upper soil consists of very moist to wet fine-grained soil as discussed in
the Pavement Subgrade Preparation section of the report.
Pavement Materials and Construction
The pavement materials should meet the material specifications for the
appropriate jurisdiction. Other materials may be considered for use in the
pavement section. The use of other materials may result in the need for
different pavement material thicknesses.
/mi\~ j
Av~'\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Page 40
LIMITATIONS
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices in the area for the use of the client for design purposes. The
conclusions and recommendations included within the report are based on the information
obtained from the subsurface investigation conducted at the approximate locations indicated
on the site plan and the data obtained from the laboratory testing. Variations in the
subsurface conditions may not become evident until additional exploration or excavation is
conducted. If the proposed construction, subsurface conditions or subsurface water level
are found to be significantly different from those described above, we should be notified to
reevaluate our recommendations.
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
Reviewed by James E. Nordquist, P.E.
CJB/dc
till ?Jfili JN&ffl¥j%ff@i!f ; } i®¥44i § ~
Av£'\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
REFERENCES
International Building Code, 2000 and 2003; International Code Council, Inc. Falls Church,
Virginia.
Salt Lake County, 1995; Surface Rupture and Liquefaction Potential Special Study Areas
Map, Salt Lake County, Utah, adopted March 31, 1989, revised March 1995, Salt Lake
County Public Works -Planning Division, 2001 South State Street, Salt Lake City, Utah.
£
:J
0
(/)
0
0
00
r--
IZI
•
0
■
It Locations Approximate Test p·
onng Locations Approximate B •
ocatIons Approximate CPT L •
Preload M • orntoring Locat· ions
N
0 400 A -8 00 feet
pproximate Scale
1040194 Locations of E xploratory Bori ngs, Test Pits C
11
T and Preload M • onItoring
PROPOSED J • ORDAN BLUI-FS "S -DEVEL
APPROX I MA ~ARON STEEL SITE" OPMENT
ELY 7800 SOU
MIDVALE, UTA~H 700 WEST
Figure 1
18]
e
0
Approximate Test Pit Locatior,s
Approximate Boring Locations
Approximate CPT Locations
P"'"" le s,JIS ; I
0 400
Appro x imate Sc ale
800 fe et Photo t ak en M ay 2 0 , 2003
1 0 4 0 1 9 4 A eria l Phot o w it h T es t Pits , CPT , and Bori ngs
a-._v•:t.,,,.•;. _.,_•~;-i . ~.:1.~~-• .. -=-r~--",_~
PR OPOSE D JORDAN BLU FFS D EVELOPMEN T
"SHAR ON ST EE L SIT E"
APPRO X IM A T ELY 7800 SOUT H 700 WE ST
M IDVALE, UTA H
;)'ii.;.. __ }
"\(J .io
'i':.:-'/(3
-~·'·
Fig ure 2
--.r ::,-~
) I\\'.~
.-J \.
0 400 Appr · SOO f eet
ox 1mate S I _ cae
··-·
1040194 Aerial Pho t o of T •• ailing Pcnd3 (195 8 )
A ~
~ ~· ~ \
l ~ y
\ \ -CP53· \ \\ ~ ·\D' ~-
. ----=:-::::~ __:::_:::=:: -=~_;c:' /
"SHARO
PPROXIMATE LY
. . MIDV
lD , • ' -·· f..
I • I ·.Jltj SI Photo date May 27 I
Fig ure 3
~
fli
0
0 co r--
0
181
•
0
■
Approximate Test Pit Locations
Approximate Boring Locations
Approximate CPT Locations
Preload Monitoring Locations
c::::::::!w N
400
Approximate Scale
N>f:1/\:)
800 feet
I I
181'
TP-7
--~-• . ~----
Note: Hatched area indicates approximate areas to
0 receive building preloads.
1040194 Approximate Area of Building Preloads
L
700 West ~-.
' ¼ ' j 'P"}-, a \_.., .. -,,_/t,
111
PROPOSED JORDAN BLUFFS DEVELOPMENT
"SHARON STEEL Sl'fE"
APPROXIMATELY 7800 SOUTH 700 WEST
MIDVALE, UTAH
Figure 4
Primary Settlement Estimate
-ti)
Cl) -5 15 -+----------+-------------::;;~------+-----------t
C: -C: -Settlement -High Estimate.
Cl)
E 10 -t------------t----7"'----------t---------,------------1
t::
Cl)
Cf)
5+-----,,<----t---------+-------+---------1
0 5 10 15 20
Site Grading Fill Thickness (feet)
1040194 Avt.a'\:' Primary-Settlement Estimate Figure 5
-···--·-. _,.. •• • ~·•,ae.-.. ·-... '. . -.. . -···--··· -· ---· --··--·--. --
Preload Time vs. Site Grading Fill Thickness
20
I i ! I I -
18 I
I------
16
-· V I ~
I .-
~ 14 : ' ~ .-
',
)/
.-If) i l, .-.c: ,.. -I i:::: 12 I -.-
0 V ,,.'(' .s /, ;
Q) . ., i.,-; Estimated Time for 1"
E 10 I . I --Estimated Time for 2" j::
,,. .,,,. I '----" I
"O / ro 8 . jrC/M"'-1) IY'-C... .2 .I ,
! Q) / oeffe-i--< ,i,,,.-/d ... J .,.v a. 6 a&r ;~ I /
i / I .,,..,.,. 1,
T
4 / I
/,/y '
2
;/-I
I
0 . ' i . ' ' .
0 2 4 6 8 10 12 14 16 18 20
Site Grading Fill Thickness (feet) I
i
1040194 ·A9~'\: Preload time vs. Site Grading Fill Thickness Figure 6
4295
4290
4285
4280
4275
4270
4265
t • ~ c
0 ·t 4260 > • ill
4255
4250
4245
4240
4235
4230
--4225
B-1
Elev, 4287'
' ' ' 35/12
22/12
6/1 2
12/12
12/12
6/12
6/12
4/12
11/12
10/12
14/12
9/12
10/12
13/12
11/12
7112
7/12
14/12
8/12
14/12
= 12/12
55/12
47/12
Approximate Vertical Scalo J" :=: 8'
1040194 /fij1f;'J:
WC= 10
OD = 100
-200 = 44.
LL = 23
Pl= 7
WC= 20
DD= 96
-200 = 46
WC= 48
DD= 77
LL= 54
Pl= 37
WC= 9
DD= 96
-200 = 38
WC= 29
DD= 86
-200 = 66
WC= 34
DO= 83
-200 = 22
logs of Exploratory Borings
B-2
Elev. 4292'
14/12
7/12
10/12
8/12
5/12
;2/12
7/12
11/12
10/12
7/12
9/12
7/12
8/12
11/12
12/12
12/12
15/12
13/1"2
11/12
4/12
6/12
7/12
.Ji. = 48/12
.fill =
33/12
4295 -,
4290
WC= 25
DD= 93
-200 = 40
wss = 6,000 4285
4280 -
WC= 52 4275
DD= 72
-200 = 100
LL= 52
Pl= 31
4270
WC= 15 4265
DD = 93
-200 = 53
t • ~ c
0
4260 ·~
> • ill
WC= 8 4255
DD= 95
-200 = 24
4250
4245
WC= 38 4240 -
DD = 89
LL= 46
Pl= 27
Slag and sheet Metal
4235
4230 ~
4225
j
See Figure 11 for Legend and Notes
Figure 7
4290
4285
4280
4275
4270
4265
• 4260 • 'a -g
> • w
4255
4250
4245
4240
4235
4230
• 4225
B-3
Elev. 4288'
25/12
13/12
.".
Approximate Vertical Sca!e 1" = 8'
1040194
WC= 8
DD= 96
-200 = 28
WSS = 370
WC= 4
DD= 99
-200 = 9
WC= 4
DO = 100
-200 = 7
WC= 5
DD= 98
-200 = 9
WC= 19
DO= 110
-200 = 71
WC= 22
OD= 104
-200 = 74
UC = 930
logs of Exploratory Borings
B-4
Elev. 4286'
~ 24/12
28/12
42/12
47/12
35/12
35/12
38/12
38/12
71/12
18/12
13/12
11/12
11/12
12/12
12/12
11./12
5/12
3/12
35/12
.2. 32/12 ~
..ll'l
30/12
WC= 15
DD = 139
-200 = 62
WC= 17
DD= 116
-200 ::: 47
WC= 5
DD= 95
-200 = 12
WC= 34
DD= 91
-200 = 79
NP
UC "' 640
WC= 20
+4 = 17
-200 = 3
4290 .
4285
4280
4275
4270
4265
4260 • • "' C
-~
~
4255 "'
4250
4245
4240 -·
4235 -
4230
4225
See Figure 11 for legend and Notes
Figure 8
r=-4300
E r 4295
~
4290
" ~
-~ 4285
~ ~r
i-~ 4280
~'"'
L
l4270
TP•1
Elev. 4294'
Approximate Vertical Scale 1" = 8'
1040194 Logs of Test Pits
we• = 17
oo• = 105
+4 = 4
-200 = 66
LL= 23
P! = 6
MOD= 122
OMC = 11.5
TP-2
Elev. 4294'
~ rwc• = 21
~0*=87
I Refusal on
Concrete Slab.
Several other test pits
in the area encountered
concrete slab.
TP-3
Elev. 4296'
WC* = 30
oo• = 87
~ we• = 11
j D0*=112
Refusal on Concrete Slab.
Add'rtiona! excavation exposed concrete
slab sloping to a center low point.
The buried concrete structure appears
to be circular shaped with sand below the slab.
See photograph in Appendix J;Z.
4300
"" 1
4290 7 l
j]
4285 ~i
4280
4275
4270 J
See Figure 11 for Legend and Notes
Figure 9
TP-4
Elev. 4294'
Approximate Vertical Scale 1" = 8'
1040194 logs of Test Pits
TP-6
Elev. 4298'
we= 34
DD = 107
-200 = 94
UC= 1,780
TP-6
E!ev. 4292'
WC= 36
DD= 76
-200 = 59
TP-7
Elev. 4345'
-, _,
_,
07
SJ
WC= 15
-200 = 68
LL= 28 1 Pl= 6
7
li
10 ?
E
-.!:
15
~
~
20 _J
See Figure 11 for legend and Notes
Figure 1 0
LEGEND:
b ,0,,2
1040194
Soi! Protection Cover (SPCJ; lean clay and silt, small amounts of sand, slightly moist to
moist, brown to grayish brown, roots and organics in the upper approximately ½ foot.
liner System; geocomposite drain (textile-net} overlying a geomembrane overlying a
geosythetic clay liner.
Tailings I; fine grained tailings, lean and fat clay to silt, small to moderate amounts
of sand, very soft to dense, moist to very moist, brown to gray and dark gray,
occasional organics.
Tailings !!; coarse tailings, sand with small to moderate amounts of silt, occasional
clay and silt layers, loose to very dense, moist to very moist, gray to orange brown
to brown,
FHJ; non-tailings, clayey sand and sandy lean clay, small to moderate amounts of
gravel, slightly most to moist, brown to grayish brown. Concrete structures and
small to moderate amounts of debris wood organics and metal was encountered in
Test Pits TP-1 through TP-3.
Topsoil; clayey sand to sandy fean clay, occasional gravel, slightly moist, brown, roots
and organics.
Clay (CL): small amounts of sand, soft to medium stiff, moist to wet, brown to gray
and greenish gray, organics.
Clayey Sand (SC); small to moderate amounts of clay, medium dense, slightly moist
to wet, gray,
Silty Sand (SMJ; sma!I to moderate amounts of silt, medium dense, slightly moist,
brown.
Poorly Graded Sand (SP); small amounts of silt, occasional silty sand and gravel,
dense to very dense, very moist to wet, gray to brown.
Poorly Graded Gravel (GP); small to moderate amounts of sand, dense, wet, gray to
brown.
California Drive sample taken. The symbol 10/12 indicates that 10 blows from a
140 pound automatic hammer falling 30 inches were required to drive the
sampler 12 inches.
Indicates Shelby Tube sample taken.
Indicates relatively undisturbed hand drive sample taken.
I l Legend and Notes of Exploratory Borings and Test Pits
LEGEND (CONT.):
b
t:J
[D
Indicates relatively undisturbed block sample taken.
Indicates disturbed sample taken.
Indicates slotted 1 ½ inch PVC pipe instaHed in the boring to the depth shown.
Indicates the depth to free water and the number of days aher
drilling/excavating the measurement was taken.
Indicates practical backhoe refusal.
NOTES:
1.
2.
3.
4.
5.
6.
7.
The borings were drilled on April 27, 29 and 30, 2004 with 8-inch diameter
hollowstem auger. The test pits TP-1, TP-2 and TP-3 were excavated on April 30,
2004 and test pits TP-4 through TP-7 were eXcavated on June 15, 2004 with tracked
excavation equipment. Cone Pentration Testing (CPT) was conducted on
May 1 3, 2004.
locations of t_he test pits and CPT-5 were measured approximately by pacing
from features shown on the site plan provided. locations of borings and CPT
soundings were determined by survey.
Elevations of the borings and test pits were determined by interpolating between
contours shown on the site plan provided.
The boring and test pit locations and elevations should be c'onsidered accurate
only to the degree implied by the method used,
The lines between the materials shown on the boring and test pit !ogs represent
the approximate boundaries between material types and the transitions may be
gradual.
Water level readings shown on the Jogs were made at the time and under the
conditions indicated. Fluctuations in the water level may occur with time.
WC s:: Water Content 1%);
DD = Dry Density (pcfl;
+ 4 = Percent Retained on No. 4 Sieve;
·200 = Percent Passing No. 200 Sieve;
LL = liquid limit(%);
Pl = Plasticity Index {%);
UC = Unconfined ·Compressive Strength (psf);
WSS = Water Soluble Sulfates \ppm);,
WC* = Water Content as determined in the Fie!d with a Nuclear Density Gauge;
DD• = ln•place Dry Density as determined in the Field with a Nuclear Density Gauge;
MOD = Maximum Dry Density as determined by ASTM D-1557 lpcf};
OMC = Optimum Moisture Content as determined by ASTM D-1557 (%).
( Figure 11
li!
iii ..
0.
!i: w
0 a: w
0.
Applied Geotechnical Engineering Consultants, P.C.
HYDROMETER A,..A!,,. YSIS SIEVE ANALYSIS
TIME R~DINQS US ST ANOARO SERIES CLEAR SOUARI: OPENINGS 24Hf 7Hr: 100◄5 Mln15 Min 60 Min 19 MW! 4 Min 1 Mio #200 #100 #50 #4(W30 #16 ,~ •• 3/e· 31-4• ,., 2· 3• s· t,• e· 0
00 10
80 20
70 30
20 60
10 90
0 .001 .002 .005 .000 .010 .037 ,074 .1 ◄0 .297 I .500 1.10 12:.38 ◄.76 9.52 HU 38.1 76.2 12 2&°
"'' .420 2.0
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY TO SILT
SANO GRAVEL
f---,F .. IN"E,a----,'"aiM.;E"'D"l"U"M.--T.c"o""A'R"s"Eaj--,aF'-IN"E,,.cc=~c"o'"A~R=s"'E-l COBBLES
Gravel 17 % Sand 80 % Silt and Clay __ 3 __ %
Liquid Limit ____ ~ %
Sample of Poor l v Graded Sand
Plasticity Index _____ ~~%
From __ B_-_4_@_4_9_f_ee_t ______ _
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME REA011:-IGS US STANDARD SERIES #l0 CLEAR SQUARE OPENINGS
24H< 7Hr
lOC)45 Ml 15 Min n 60 Min 1 o Min ◄ Min 1 Min #200 •1 oo ,r;so #40t30 #16 1-a •• 310• 31,4• 1 112• :i• s• 6" e•
0
00
60
70
80
so
<O
30
20
to
0 .001 .002 .005 .009 .019
CLAY TO SILT
Gravel %
Liquid Limit %
Sample of
Project No. 1040194
--
·--+
..
...
.037 .074 .1 ◄9 .297 I .590 ·1.19 '2.36 -4.76 9.52 19.1 38.l
.420 2.0
DIAMETER OF PARTICLE IN MILLIMETERS
SAND GRA EL
FINE MEDIUM COARSE FINE COA
Sand % Silt and ClaY.
Plasticity Index %
From
GRADATION TEST RESULTS Figure
SE
76.2 12< 2
152
10
20
30
0
40 iri
~ so a:
!i:
60 ~
70 o.
80 ..
COBBLES
%
12
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
Date
Project
Project No.
Sample No.
05/04/04
Jordan Bluffs
1040194
03381
Maximum Dry Density
Optimum Moisture
126 pcf
10%
Atterberg Limits
Liquid Limit
Plasticity Index
Gradation
Gravel
Sand
Silt & Clay
Reviewed By:
Test Procedure:
Sample Location:
JS
Non-plastic
0%
76%
24%
ASTM D1557 A
B-3 Cuttings
Description: Tailings II; Clayey Sand
(From B-3 Cuttings)
0.0 5.0 10.0 15.0 20.0 25.0
Moisture Content-Percent of Dry Weight
Hydrometer Analysis Sieve Analysis
Time Readings U.S. Standard Series Clear Square Openings
24
f"k" ?Hr 60Min 19Mn 4t.r'in 1Min #200 #100 #SO #40 1130 #16 #l0#8 #4 3/8" 3/4" 1-trr 3• 5"o' 8" 45Min 15Min
100¾t---+--r--.h-rrt,---;fr-,-,frrTiirn-t+r--+--h>-rrni!w+---++-r-r-frlfrTrfc-lH--tr-lH--!r+H-rtn-r++'.-t--r-rTTTIT1
J 90¼ +--+---+---+-t-+H++---+--+-·H+t+H---t-t---1...,f--l-Hl+t---+--+-t··-~
80% +--+---+---+-t-+H-++-----+--+-+-++t+H---t-1-A--+---l-HY+--+--+-+-+-+-++f+---+---+ --1--+--+-HY+--+--t-+--1--1--1#1
/
g>70% +---+--+-+-t-+H++----+--+-+--1 +-H-+l-----+----,/--+-l-l--f+H---t-t---1-+l-+J+t---+--t-t--+-+-++H--+--+---l-t-+l-t+I ~ I
en 60% +--+--+---t-1---i 1-H+---+-+--1--t--r++l----t---r-+-+-+--H-i7 ·l---+--t-+++-++lf--+--+--l-l-+l--l+l----l----+-+--++t+l-l ~ I ~ 50% -f----+--++--I--I-H+l-----+--+-+--++++H----l-l----l-+-l--
1j 4 □% t--+-++H-·H+l--t--+-+-++tt-1+--H 1 -H-+H +H--+---+--+-1-+--1+1-----1-+-H ~ ./ ~ 30% -1----+---+-1-f--t-Hl+f----l+---t-l++f-H-1¥'----+++l+t-Ht---t---t-H+l-!H----t-H-f--H~-1+--+----t-+--l
20% +--+-++-J-H+Hl----f--+-f+++H+--1+--t--t+:H-t·H--+-++++H-J➔-----11-++·H-+-J+--+-+++
10% -t-----+--+-+-t-H++c---1---+--l--+++H+---+--t--+--Hl++++----+----+--+--+-H t+t----+--t--t-+-I--Htt-----+---+--+--+-t-+-t-+-1
0%+--+-...,__~,...,...'--41'-------j1'----'-1-'-----'----'--'lfLW--H-'---+--l---'1-..L.f-LifLL-l----+J-L~fWj~4'---l-+-l'---l---'1---14,1-+4'-LH-+--1----'-~~~ ' '
.001 .oo, .005 .009 .019
Clay to Silt
,037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1
.420 ,o
Diameter of Particle in Millimeters
Sand Gravel
Fine Medium Coarse Fine
GRADATION &
MOISTURE-DENSITY RELATIONSHIP
38.1 76,2 m ,oo
"'
Coarse Cobbles Boulders
Figure 13
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
150.0 ~~---,-,..-,-~~~~~~~~~~--~~
\ \ !··········
........ i \
145. 0 l--l-+-+--+-+-+--1;-+ ........ 'ri-+-t--1-+-+--+--+-+--1-+-+--+--+-I--I
. \ I ... .
Date 05/04/04
Project Jordan Bluffs
Project No. 1040194
Sample No. 03382
:::: ~\· \ :\ ::::: :::: ~~ ·o· rt ro1 s· ~u :ve ro
140. 0 t-t-t--i--t-1t-t-t--t-'1"::::1.--i\c-t--t-rt-t--i--t-t-t-t--t-t--i--1
••••j1\\\•••••••••••;s~:o••••
Maximum Dry Density
Optimum Moisture
139.5 pcf
9.5%
-==7==;\\:;;r~~=-i 135.0 H-t-+-t.-.••• t-•• -t .. -'· .. b'-•••• +.-; ••• -•••• t' •• lf\-'l•···/-\'t-.~;,4vr,<,f-!-;-lVSl--•··,,.···-1· :"ll•c··f-···+···-;··-····+-··-t··-+-l
-~ 130.0 H-t-t-+-t-H-t··_··f-··,·· -····,.··_··fl·· ... •v"I· -t-\-\··1-··,·· .,..···+· ··-t-+-t-H-t-H
~ ------------~---~-----
~ =============~i~========= ~ -------------------------0 125. 0 l--i-+-+--+-+-+--1-+-+--+-+-t-t-f,c-Mc-H\+-t-t-+-+--+-+-I--I -----~--------~! ________ _
===============~x~=======
Atterberg Limits
Liquid Limit
Plasticity Index
Gradation
Gravel
Sand
Silt & Clay
Reviewed By: JS
20%
8%
1%
41%
58%
--~ -----·· -· -~ ·-.-. • -·-\ --~ ---· Test Procedure:
Sample Location:
ASTM D1557 A
B-4 Cuttings
Description: Tailings I; Sandy Lean Clay
(From B-4 Cuttings)
0.0 5.0 10.0 15.0 20.0 25.0
Moisture Content-Percent of Dry Weight
Hydrometer Analysis Sieve Analysis
Time Readings U.S. Standard Series Clear Square Openings
241-fr 7Hr
45Min 15Min
60Min 19Min 4Min 1 Min #200 #100 #50 1140 #30 #16 1110 1ta tH 31e· 314" 1-112· Y s· 6" a·
10□% t---r,Tlhlnt,--1,,trrntm--t--i.rr'-t-7'7::.1=!::ffR='==i""=r-rrl'rn'r+-Hr+-r •'-'r·"HTilrr'•+--r,nmrm
~
oo¾-f---l-+H-H·+t-l--i-H+t-H+~--+-,i-'9--1-+-H+>----+->-+--t++H+--+--+-+-+-,-++H--+-t-J-+-+--HrH
80% +--J--+-,i-H-++H---J--+--J--H+H+--,,/--+J-l---+++H+---+--+-+-H-+J H----+--J-+-J+++H-----J-t-J-+J-
g>7Q%· H+~~ /,_ -·H-·l---HH+--+--+-J--H+H --+--+-1-H H++---+--+-+-++-H
·;;; V
~60%
~ 50% -!--+-+--H--H+Hf---f--+-1-+++H+--+--t--+-H-t+H-----i--t-+-t-1
C 8 40% lc--+-+-+-+-+++t-t---t-t-l-t-t+l+l---t--+-t-++++111---+--t--t--t
~ ~ 30% -!--+-+-+I-H+t-1---+-t-t-t-+-H++--t---t-t-+-t++I 1----t--t--+
20% -l---1--t-t H-t+t+--+-+-+-t+HH---+--+-~
10% -t--+---t--+ l-f-t+H--+--+-++--H+H----lf-----1--~
Q%-f----f----'--'-!--LI--4-J---f'---4L.J....Lii-LCL--f'-f'-'4'--t-.lf-L-J-i-'jll--j---j-j'-'---'-1/-4-l.J-'1µ._+-,••H1-+-4-\LJ+-4-4'-'-'-\-j'--l---'-'-_u'""--'-JJ
.001 .002 .005 .009 .019 .037 .OH .149 297 .590 1.19 2.38 4.76 9.52 19.1 38.1 76.2 127 200
Clay to Silt
.420 ,0
Diameter of Particle in Millimeters
Sand Gravel
Fine Medium Coarse Fine Coarse
GRADATION &
MOISTURE-DENSITY RELATIONSHIP
Cobbles Boulders
Figure 14
Cl
C: ·;;;
f/1
111 a. -C: "' 0 ~ "' a.
120.0
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
Date 08/09/04
0 Client
Project
Project No.
Sample No.
Jordan Bluffs
1040194
03744
Maximum Dry Density
Optimum Moisture
Atterberg Limits
Liquid Limit
Plasticity Index
Gradation
Gravel
Sand
Silt & Clay
Reviewed By: JS
122 pcf
11.5%
23%
6%
4%
31%
65%
Test Procedure:
Sample Location:
ASTM 01557 A
TP-1 @4½'
Description: Fill; Sandy Silty Clay
85.0 L..L...LL....L.J.J-1....L..L..L.JL....L.J.J-1...L.L..L..J-L.L..L.J_L....L,L.l-L.L.l....LI-L.J.>l
a.a
24Hr
45 Min
100%
90%
80%
rn
15Min
5.0 10.0 15.0 20.0 25.0 30.0 35.0
Moisture Content-Percent of Dry Weight
Hydrometer Analysis Sieve Analysis
Time Readings U.S. Standard Serles Clear Square Openings
60 Min 19 Min 4 Min 1 Min #200 #100 #50 #40 11(10 #16 #lO#EJ #4 318" 3/4" M/2" 3" 5" 6" 6"
. ..
70% / +--+-+H++tt+--t-H-HLf+tJ,-..c_+---·-1-• +++---+---+ f-+++H+----+-+--+++++H--H---+--++-H+H
60%
50%
40%
30%
20%
10%
0%
+-----+-----;---1-+-;++t+--+--,f--+-H-;+++----+---+-· -
' ' ' ' . ' '
.001 002 .005 .009 .019 .037 .074 149 .297 .590 1.19 2.38 4.76 9.52 19.1
.420 2.0
Diameter of Particle in Millimeters
Clay to Silt Sand Gravel
Fine Medium Coarse Fine
GRADATION &
MOISTURE-DENSITY RELATIONSHIP
·--
36.1 76.2 127 200
152
Coarse Cobbles Boulders
Figure 15
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
120.0 H+H+H+H+H'd--H,+H+H+H+H+t-++H-1
0.0 5.0 10,0 15.0 20.0 25.0 30.0 35,0
Moisture Content-Percent of Dry Weight
Hydrometer Analysis
Time Re~dings U.S. Standard Series
Date 08/09/04
0 Client
Project
Project No.
Sample No.
Jordan Bluffs
1040194
03745
Maximum Dry Density
Optimum Moisture
Atterberg Limits
Liquid Limit
Plasticity Index
Gradation
Gravel
Sand
Silt & Clay
Reviewed By: JS
102 pcf
19.5%
31%
8%
1%
15%
84%
Test Procedure:
Sample Location:
ASTM D1557 A
TP-3@ 1½'
Description: Fill; Lean Clay with Sand
Sieve Analysis
Clear Square Openings
24 Hr lHr 60Min 19Min 4Min 1Min #200 #100 #50 lf\0 1130 #16 #lOlll3 #4 3/6" 3/4" 1-112" 3" 5"6" 6" 45Min 15Min • , 100
% -i--i,Tnn1T-"t7-trnnn-:::1=:::t=J!=i=l=i=rw===r,,t111rr-H"t+-ri't111n-t-h-1,nlllll / 90% +---+---+-t-+1-H-l+--+--+-l-++-1
80% +--+--+-+++++++--+-+-++-+++-l+---1---1-l-·+-1++-i+---l--+-l-+-+++t+---l--+-++-+++++---l--+-++-++t+
_g> 70% +--+--++++++H----1--+-+-+++!---+-+-+--ll+++!---+-+-+--1+1++1---+-+--H--H++l--+-+-+---14-H-I-I ·;;;
"' "'
60% +--+--+++++1-++--+-+-++-+++++--+--+-++-
~ 50% t--+---<---!--,l+H-tt---+--++l+t-H+--+--+---1--1+!-!-!---+-H-I-H-IH+--+-;H--!-H-1!-!-!---+-H-1-+!--l-H
:ii
l!
(])
fl..
40% f---+--++f-1-f+-lf----j--++J-f-tf+t----j---f --t-t-+-t-H !---1--1--1--J-+ +++--+---I--
30% +--+--+--t---H++l--+-+-+--t ++H+----+-+-1-++++f+--+-+·+++-H-1+--+-t-+-H--H-1+--+-+-l .. ·-_ .....
20% +--+--+-t-t-+t-H+--+--+-
10% -£----+-+-~
0%-f---+---'--'-+.J...LL!-l---.+-.......L-\J--'--'4L.U...-!-.j.L+J'--4-Lf...ui"-Y--+l-'--'--l'-1fLI-'1'-H++4-tY-t--'lµjl.J.J...t-'H'l--'-.L.J...w..w.,
.001 .002 .005 .009
Clay to Silt
019 .037 .074 .149 .297 590 1.19 2.36 4-76 9.52 19.1 36.1 76.2 127 200
.420 2.0 152
Diameter of Particle in Millimeters
Sand Grave!
Fine Medium Coarse Fine Coarse
GRADATION &
MOISTURE-DENSITY RELATIONSHIP
Cobbles Boulders
Figure 16
0
2
4
6
8
10
12
14
16
~ • .
C:
0 18 'iii
<II "' ~
0.
E
0 20 (.)
22
24
26
28
30
Applied Geotechnical Engineering Consultants, P.C.
~
-.......... r--...
""' f'-t,.
I Note: Scale Change
I I
0.1
Project No. 1040194
Moisture Content 48 %
Dry Unit Weight 77 pcf
Sample of: Tailings I; Fat Clay
~~ From: B-1 @ 19 feet
\ ~ ' ' r----~ No movement upon wetting I
\
'
\
'
\
....._ \
~ t:::: r---\ ' r--,..
' :::~ \ '"
'\
\
\
\
\
I<~
1D 10
APPLIED PRESSURE -ksf
CONSOLIDATION TEST RESULTS
)
4 u
Q) /f'-
E
2 MO
0
100
Figure 17
C)
X
> 0
0
2
4
6
8
10
12
~ 0 •
C:
0 ·;;; 14 "' ~ a.
E
0 16 u
18
20
22
24
Applied Geotechnical Engineering Consultants, P.C.
~ r------"-
.....
r-. r-
r-~
I Note: Scale Change
I I
0.1
Project No. 1040194
Moisture Content 29 %
Dry Unit Weight 86 pd
Sample of: Tailings I; Layered Clay/Sand
From: B-1 @41½feet
11 I I I I I
I/
I/ No movement upon wetting
I/
/
~
'
"' \
\
I"\
' I"\
'~ '---\
r-----.. r--t-,.. h~\ 1-....... .. ,.. ,-.... ,._~ .. ,.. ,._
' \
\
\
~
1.0 10
APPLIED PRESSURE -ksf
CONSOLIDATION TEST RES UL TS
)
8
6 u
(I)
!f!.
E
4 2.
"I
0
2
0
100
Figure 18
X
> 0
0
2
4
6
8
10
12
~ 0 •
C
0
'iii 14
1/j "' ~
ll.
E
0 16 u
18
20
22
24
26
28
Applied Geotechnical Engineering Consultants, P .C.
----i--.. -...... -
/ Note: Scale Change
0.1
Proiect No. 1040194
Moisture Content 52 %
Dry Unit Weight 72 pcf
Sample of: Tailings I; Fat Clay
From: B-2@ 16½ feet
11 I I I
---I-----No movement upon wetting
--
"' \
'
\
\
\
'
\
\
\
'
\
---..... --\
........... ,.. ......
N-._...__ \ -...... ~ ---~
)
1~ 10
APPLIED PRESSURE -ks/
CONSOLIDATION TEST RESULTS
I
0
Q) 4
J2
.E
2 NO
0
X
0 6
100
Fioure 19
0
2
4
6
8
10
12
~ 0
' C
0 ·;;; 14
fl)
I!!
0.
E
0 16 0
18
20
22
24
26
Applied Geotechnical Engineering Consultants, P.C.
----............ r-...... ~
----
I Note: Scale Change
I I
0.1
Project No. 1040194
Moisture Content 38 %
Dry Unit Weight 89 pcf
Sample of: Tailing I; Lean Clay
From: B-2 @51½ feet
I I I
....---v No movement upon wetting _,,,...
I'----..
"''\
' \
\
\
~~ \
~ i'-... ...... \ ~ ... ...... .....
', ~ N~ \
"
\
\
\
\
'
1D 10
APPLIED PRESSURE • ksf
CONSOLIDATION TEST RESULTS
••
>
6
4
2
0
100
Figure 20
0
1
2
3
4
5
6
,!! 0 .
C
0 ·;;; 7
1/) .,
~ a.
E
0 u 8
9
10
11
Applied Geotechnical Engineering Consultants, P.C.
~
r----..... .....
r--r-r-
"
0.1
Project No. 1040194
Moisture Content 19 %
Dry Unit Weight 110 pcf
Sample of: Lean Clay with Sand
From: B-3 @ 39 feet
H No movement upon wetting I
• -------r
"' 1'
\
'\
' I'\
\
' \
'
\
1.0 10
APPLIED PRESSURE -ksf
CONSOLIDATION TEST RESULTS
I\
'"
6
4
2
0
100
Figure 21
Applied Geotechnical Engineering Consultants, P .C.
Moisture Content 36 %
Dry Unit Weight 76 pcf
Sample of: Sandy Lean Clay
From: TP-6 @ 8 feet
0
1 I~
~
2
I',.
" ' 3
4
5
I\ < [_,,--'"j No movement upon wetting I
~
'I
6
~ 0
\
\
' C:
0 ·;;; 7 "' ..
~
\
\
0.
E
0
0 8 \
9
10
0.1 1~ 10 100
APPLIED PRESSURE -ksf
Project No. 1040194 CONSOLIDATION TEST RESULTS Figure 22
Applied Geotechnical Engineering Consultants, Inc.
3,-------,-------,-------,r----------,-------,-------,
2
:ii
"' m
~
i.i ~ <n
3.0
2.5
2.0
0
1
Peak c = 60 psf
Residual c = 60 psf
f°'\
boo,,
$=35deg
$=30deg
2
--
3 4
Normal Stress, ksf
Test No, (Symbol)
Sample Type
Length, in.
Diameter, in.
Dry Density, pcf
Moisture Content, %
Consolidation Load, ksf
Normal Load, ksf
Peak Shear Stress, ksf
Residual Shear Stress, ksf
5
1(0) 2(■) 3(0)
Undisturbed
0.75 0.75 0.75
1.93 1.93 1,93
NIA NIA NIA
NIA NIA NIA
1.0 2.0 4.0
1.0 2.0 4.0
0.74 1.53 2.89
0.60 1.28 2.35
:ii
::f g
Cl) 1.5 .-·-··· ---~
... '" Remarks Strain Rate 0.05 in/min.
j
<n
1.0
•n• .... I
""' ,---0.5
0.0
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Type of Test
Sample Description
Horizontal Displacement, In.
Consolidated Wetted
Tailings I; Silty Sand
Sample Index Properties
Dry Density, pct
Moisture Content, %
Liquid limit, %
Plasticity Index, %
Percent Gravel
Percent Sand
Percent Passing No. 200 Sieve
From 8-1 @ 14'
Project No. 1040194 Direct Shear Test Results
96
20
-
-
0
54
46
Figure 23
6
Applied Geotechnical Engineering Consultants, Inc.
3.-------,--------,----------,------n-----~----~
Peak c = 510 psf
Residual c = 150 psf
$ = 31 deg
$=30deg
o+-------1-------1---~---+-------l-------+-----------a
0 2 3 4 5
Normal Stress, ksf
3.0
2.5
p ..,,
I'\,
? ("%__
¢
Test No. (Symbol) 1(0) 2(■) 3(0)
Sample Type Undisturbed
Length, in. 0.75 0.75 0.75
Diameter, in. 1.93 1.93 1.93
Dry Density, pcf N/A N/A N/A
Moisture Content, % • NIA N/A N/A
2.0 Consolidation Load, ksf 1.0 2.0 4.0
Normal Load, ksf 1.0 2.0 4.0
Peak Shear Stress, ksf 1.24 1.50 2.98
Residual Shear Stress, ksf 0.72 1.35 2.49
~I--... Remarks Strain Rate 0.05 in/min. --.. ... .... ...
1.0 I ' "a..
0.5
0.0
0.00 0.05 0.10 0.15 0.20 0.25 0,30 0.35 0.40
Type of Test
Sample Description
Horizontal Dlsp!acement, in.
Consolidated Wetted
Tailings I; Silty Sand
Sample Index Properties
Ory Density, pcf
Moisture Content, %
Liquid Limit, %
Plasticity Index, %
Percent Gravel
Percent Sand
Percent Passing No. 200 Sieve
From B-2@4'
Project No. 1040194 Direct Shear Test Results
93
25
-
-
0
60
40
Figure 24
6
Applied Geotechnical Engineering Consultants, Inc.
5
I C = 570 psf t=23deg
4 ..
~ ~
-..
L----"'
·-----------,,.---
-----------v
~
~
0
0 2 3 4 5 6 7 8 9
Normal Stress, ksf
4.5
Test No. (Symbol) 1(0) 2(■)
Sample Type Undisturbed
4.0
0 V -~ ~ 0 ~
µ
3.5
f
3.0 . -'---~-
••• . ... ..... ....
1.5 I
,i -
1.0 .-/-
0.5
0.0
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0,35 0.40
Type of Test
Sample Description
Horizontal Displacement, In.
Consolidated Wetted
Tailings II; Sandy Silt
Length, in. 1.00 1.00
Diameter, in. 1.93 1.93
Dry Density, pcf N/A N/A
Moisture Content, % N/A N/A
Consolidation Load, ksf 1.0 2.0
Normal load, ksf 1.0 2.0
Shear Stress, ksf 1.36 2.42
Remarks Strain Rate 0.05 in/min.
Sample Index Properties
Dry Density, pcf 93
Moisture Content, % 15
Liquid Limit, %
Plasticity Index, %
Percent Gravel 0
Percent Sand 47
Percent Passing No. 200 Sieve 53
From 8-2@26½'
10
3(0)
1.00
1.93
N/A
N/A
4.0
4.0
4.00
Project No. 1040194 Direct Shear Test Results Figure 25
Applied Geotechnical Engineering Consultants, Inc.
3
2
I c=50psf $=30deg I /'
/ V
/
V V
0
0 2 3 4 5
Normal Stress, ksf
3.0
Test No. (Symbol) 1(0) 2(■) 3(0)
Sample Type Undisturbed
2.5
r
2.0
:E I
1.0
,I' ·-... _ .... ,a ■H u■■ ···-~ ..
0.5 .......
0.0
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Type of Test
Sample Description
Horizontal Displacement, in.
Consolidated Wetted
Tailings II; Poorly Graded Sand with Silt
Length, in. 0.75
Diameter, in. 1.93
Ory Density, pcf NIA
Molsture Content, % NIA
Consolidation Load, ksf 1.0
Normal Load, ksf 1.0
Shear Stress, ksf 0.64
Remarks Strain Rate 0.05 in/min.
Sample Index Properties
Dry Density, pcf
Moisture Content. %
Liquid Limit, %
Plasticity Index, %
Percent Gravel
Percent Sand
Percent Passing No. 200 Sieve
From B-3@6½'
Project No. 1040194 Direct Shear Test Results
0.75 0.75
1.93 1.93
NIA NIA
NIA NIA
2.0 4.0
2.0 4.0
1.23 2.40
99
4
-
-
0
91
9
Figure 26
6
Applied Geotechnical Engineering Consultants, Inc.
5
4
/ I Peak C = 1400 psf $ = 41 deg I
/ I Residual C = 230 psf $=33deg I
V ,V /
/ /
/ /~
0
0 2 3 4 5 6 7 8 9 10
Normal Stress, ksf
6.0
Test No. (Symbol) 1(0) 2(■) 3(0)
Sample Type Undisturbed
gj
:i
l:
5.0
4.0
W3.0
J
"'
2.0
1.0
0.0
--·· -t
"
7
I \
\ ---,,.· -. u,-,
~ iJ
~ \,__ --·-··
ls,
0.00 0,05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Type ofTest
Sample Description
Horizontal Displacement, in.
Consolidated Wetted
Tailings I; Sandy Lean Clay
Length, in. 1.00
Diameter, In. 1.93
Dry Density, pcf NIA
Moisture Content, % NIA
Consolidation Load, ksf 1.0
Normal Load, ksf 1.0
Peak Shear Stress, ksf 2.35
Residual Shear Stress, ksf 0.84
Remarks Strain Rate 0.05 in/min.
Sample Index Properties
Dry Density, pcf
Moisture Content, %
Liquid Llmlt, %
Plasticity Index,%
Percent Gravel
Percent Sand
Percent Passing No. 200 Sieve
From B-4@6½'
Project No. 1040194 Direct Shear Test Results
1.00 1.00
1.93 1,93
NIA NIA
NIA NIA
2.0 4.0
2.0 4.0
3.06 4.98
1.57 2.79
139
15
.
0
38
62
Figure 27
Applied Geotechnical Engineering Consultants, P.C.
4
I c=110psf $=33deg I
3
/'
/
/ V
0
0 2 3 4 5 6 7
Normal Stress, ksf
4.0
3.5
3.0
~ "'o· ,.,
]2.5
JI"
l VJ 2.0
,.d
j r
U)
1.5 ,.... -·-• ..... ......
1.0
'.
0.5 .
0.0
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Type of Test
Sample Description
Horizontal Displacement, in.
Consolidated Wetted
Silty Clayey Gravel with Sand (GC-GM)
Test No. {Symbol) 1(0) 2(■) 3(0)
Sample Type Remolded
Length, in. 1.00 1.00 1.00
Diameter, in. 1.93 1.93 1.93
Dry Density, pcf 112 112 112
Moisture Content. % 10.5 10.5 10.5
Consolidation Load, ksf 1.0 2.0 4.0
Nonna! Load, ksf 1.0 2.0 4.0
Shear Stress, ksf 0.76 1.40 2.69
Remarks Strain Rate 0.05 in/min.
Test performed on sample passing !he No. 4
sieve. Sample was remo!ded to approx. 90%
of the maximum dry density near the
optimum water content as per ASTM D 1557 .
ample lndex Properties
)ry Density, pcf
'v1oisture Content, %
dquid Limit, % 25
:::i1asticity Index, % 6
::,ercent Grave! 49
::>ercent Sand 27
:::iercent Passino No. 200 Sieve 24
From Embankment Material
Project No. 1040194 Direct Shear Test Results Figure 28
8
Applied Geotechnical Engineering CQnsultants, P.C.
HYDROMETER AN_~l,. YSIS
24Hf 7Hr TIME R~INGS
100◄5 Mlnl5 Min 60 Mtn 19 f In 4 Mio 1 Min 111200 #100
00
70
20
10
0 .<JOI .002 .005 .OOQ .019 .037
SIEVE ANA,L Vst·S
OS STANDA~D SERIES #to
#SO #4<#30 #16
.297 I .S(X)
.420
1.19 12.38
2,0
••
◄.76
CLEAR SQUARE' OPENINGS
3/8" 31◄~ 1-112• 3• 5• 6"' 8' O
9.52 19.1 38.1
20
30
..
f>O
76.2 -12 2d8°
152
DIAMETER' OF PARTICLE IN MILLIMETERS
CLAY TO SILT FINE
SAND
MEDIUM COARSE
GRAVEL
FINE COARSE COBBLES
Gravel 45 % Sand_3_1 ___ % • Silt and Clay,_-=-24-'-_%
Liquid Limit ____ % Plasticity lndex ____ ,---cc-%
Sample of Fi 11 ; Clayey Gravel with Sa od From _,_P..,_r_,,e'-'-1-"o,,a,,_d_,M--"o'-'n-'-'i'--'t"'o"-r"-i:.:.ng.i.....:A.:.:rc.:e:..::a:....::B_-:::.1_
HYDROMETER ANALYSIS SIEVE ANALYSIS
24Hr 7Hr
10045 Mlo15 Mln 60 Min 19 Min ◄ Min 1 Min
TIME READINGS US STANDARD SERIES #l0
•200 #100 #so #.<10t3o #16 l,,a
CLEAR SQUARE OPENINGS
3/8' 31◄" 1 1/2" 3• 5• 6' 8' O
-·
20
70 30
Ii! ..
iJi ;t; .. I •o -
30
20 80
10 "°
0 .(X)j .002 .005 .009 .019 .037 .07 ◄ .1 ◄9 .297 I .590·· ·1.19 12.38 ,4.76 9.52 19.1 36.1 76.2 12' 2
.420 2.0 152
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY TO SILT
SANO GRAVEL 1--~.~,NuE.:--r~M~E~D~l"U~M.-rrc~o--AuR"S~Eal--rFIUN~E="-r~c~O~A=s~E;,,-lcoesLES
Gravel 50 % Sand 22 % Silt and ClaY. __ 2_8 __ %
Liquid Limn ____ % Plasticity Index ______ %
Sample of_F,._1'"'· lul..,;_.,__C l~a..,y'-"e..,_y.....,,.Gr~a~vu-e~J~w~it=b~S=a~o-ct __ From -~P~r~eJ~o=a=d~M=o~oi~· t=o~r_.i~n.._g_,_A~r~e=a~B--'-2=--
Project No. 1040194 GRADATION TEST RESULTS Figure _29 __
i
::! ::
!i:
ill ...
Applied Geotechnical Engineering CQnsultan:ts, P.C.
HYDAOMSTE'A ,Af(~.b YSIS SIEVE ANA.L YSI$
TIME R~ADINGS US STANOA~O SERIES #10 CLEAR SQUARE OPENINGS 24Hr 7Hr
10045 Mln15 Min 60:Mln 19 Min 4 Mio 1 MWI #200 #100 •so #4CW30 #16 Ire •• 3/ .. ., .. 1 -112· .. 5" G" 8' 0
70
20
10
• .001 .002 .005 .009 .010 .037 .07◄ .149 .207 I .500 1.10 12.36 4.76
.420 2.0
DIAMETER OF PARTICLE IN MILLIMETERS
SAND
0.52 19.1 38.1 76.2 12 2
152
10
20
30
C
40 ~ ....
50 li1
!i: "°~ ffi
70 Q.
80
90
CLAY l"O SILT FINE MEDIUM COAR$
GRA EL
FINE'. COARSE COBBLES
Gravel 18 %
Liquid Limit-==--,:-%
Sample of Fill; Sandy Lean
HYDROMETER ANAL VSIS
2'41-ff 7Hr
TIME REAOlf'.'GS
Sand 25 % • Silt and ClaY._~5~7 __ %
Plasticity Index~ ______ %
Clay with GravelFrom Preload Monitoring Area CPT-3
SIEVE ANALYSIS
US STANDARD SERIES CLEAR SOUAAE OPENINGS
100◄5Mln1SMln 60Mfn10• In ◄Mfn .1 Min #200 #100 #50 #40t30 #16 #~~ •◄ 3/8" 31◄' 1-112• a• s• 6' e• 0
90
80 20
70 30
"°
50 ..
30
20
,. 00
0 .001 .002 .005 .009 .019 .037 .074 .1 ◄9 .297 I .590-, • ·l.19 12.38 -4-.76 0.52 HU 38.1 76.2 12 2W
.420 2.0 152
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY TO SILT
SAND GRAVEL f--~F~l~N"E __ -=;M~E~D~lrrU~M~'"C~O~A=R"S"E!-~F~,N~E-"'",~c~o"'-A=s~E,-jcoeeLES
Gravel 43 % Sand 33 % Silt and ClaY. __ 2_4 __ %
Liquid Limit % Plasticity Index ______ %
Sample ot ... F.,_j l,._l ... ;,_,,Cwl-"a'-'y-"eJ-.y_Gs.rua.uYwce'"J-"w'-'-i_._tuh_S..uacuo.u.d.__ From --'-P-'-r~e_l_oa_d_M_o_n_i_t_o_r_i_n:..g_A_r_e_a_B_-_4_
Project No. 1040194 GRADATION TEST RESULTS Figure _3_0 __
u.. u
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
1-1-1-f\--l--'l-----+H--+-+-+---i-.---------1-1--··-,-.... ----,--+-t---+--1
1-1-+-+-',,__._.f-\-i-+-+---
l--l--l--l-S-----l.\e--l----'',,_ L.._ '---1--1-------1------1------1-----l--l--j-\ 145.0 1--1-+---+---I',,-~1+----\---+-+-----1-1-1-1-+-+-+----+-+·
I-H----4----f..\J-----l\~\+-HH----+----+-t----l-+-·t------~---+--+--l-----
_,_____,______,_-+_.____,__,-U--..,.___-l-+--+---+--1---+-+-+-l-1--e--11--1--1-1----
'---·'-~ -1--'\--1-'l-l\,--++-++---l---+-~--l-----l----1-1-H-----+-----+--+-I
-· --:..-\-1--\+---+---l--+-->-+-.h+----1--k--+-C-1--1--1-1-1
140.0 ~H----l----l---+--l,-l-\--l-4--l---+-+-'µ,J'--C!''4-''1'lJ'.-'i""-l"'ll-"'+---l----l--+---1 er r 01 s u ve or
1--1--1-1-•---~-1,~~-+~=-~
1-+-+--1---+----f---+--l,-I\ e-!
----i--;·· ---,
"' , , ; . I -,_ --
/I, --135.0 i---+-+---1------+-----+-----+->,i-'---,1,r+>,i;---,4---!',c4'-.,l,l,l
Date
Client
Project
Project No.
Sample No.
12/15/05
Createrra
Jordan Bluffs
1040194
04149
Maximum Dry Density
Optimum Moisture
Atterberg Limits
Liquid Limit
131 pcf
7.5%
28%
t \ IY
' ----'-)
Plasticity Index 12%
Gradation j!! 130.0 l-t--t--l-HH--i'ic...+~"rn4--P,++++++-t--t-t---t--t--H ) \ " 0 I\ \ Gravel 48%
"€ 'I\ ,_ ' Sand 24%
Silt & Clay 28% 125.0 l---+--l-----l----1-1-1------+-----+--+.r+\+----'l---l<,+++++++-+-+----I-I
-l-"--I-..\J-----l\,+~1---1--1-+--+--+--+---1--I--
•-I------l---+--l----l---l----1----·••I---·\--"-\-+-I------+-----1---1-4-+---1----
l-l--l--l-l--1-j-f-f-t---J--f--f-'-.f---~-----\ 1---···--1---i---t---+--1--1-
1--1----··· ···--J---!---\ 1-\-->;-+-+-+-1-----+---t
1 20.0 1----t-t-t------HH-t--+-+-+-+-+-+''<+-+--1'<1+-+-+-+---+--+--t------H
1_ L...... L__J_L.... ---l-+-l----+-l-+--1--'I--+\+ ,--\1----------t--+---1---t----~
Reviewed By: JS
Test Procedure: ASTM D1557 C
Sample Location: Pile #4
--1--1------1--1--➔-1--··-1-------t-t-Pcil---'<.---f'rl1-----t----J
1--1----l-l--··_·l-----l· I------I-------l-1------+ •• , ~.::.-.•-__ -,1--1_':_--1 __ ;_--1;_",;;-_:f1.'l'_:+1--'·+~----+----+~---,----+-t-------+t-----_;-_--1
115.0 I--. I--___ J_;_ -l-1-+-1-----l-----l----+---1---1--1-'-+\c--ll---'\cl---"\----l---l-+--I
1-+-----1-----+-1-1--+-1-----1-----· ,. ___ ·--1---1------11---\1 '---l'-+\+-+---1--1---~
Description: Clayey Gravel with Sand
(Preload)
1--~ 1---1------•-I----+-t-1-----+--+--+--l----+---l---l\c--1--~
110.0
0.0 5.0 10.0 15.0 20.0 25.0
Moisture Content-Percent of Ory Weight
Hydrometer Analysis Sieve Analysis
Time Readings U.S. Standard Series Clear Square Openings
60 Mir, 19 Min 4 Min 1 Min #200 #100 #50 140 #30 #16 #lO#O 318" 3/4" 1·112" 3" 5"6" 8" 24Hr 7Hr
45Miri 15Min
100%.-i'C'--"-i'"--,r-.-tTT-rh~-!r--r-tr--rT-m-Tr--H ,,fr--,f-+--,l--n--ntn--+--t-'t---,---ri,--,t,n-11rl-t-!r-t-,l-lrti-,ri-rlrvr-.f-+-f---,-,---,,-,.TTI
90% <-----1-----+----l--
80% <-----1-----+----l
g'lo% -<-------+--+-+--+-1--<++>--1---++--1--➔++++--+---++-~f-l+++-----+-H
·~ 60% <--+-+----1---1-1-1---1-1------1--1----1---1-1 4+ff---+-H--+++++l--+--+---J
~ _1,
0..50% -<-------+---+-1-1:
e40%
V
l-l--1-l-l---.A v·· __ _
I,
_i..--&. 30% -<-------+------+--+--+++~l--l--1-----1--1--1--4-1 u , ____ 1-----1----~ -· -· ··I-H--1--!--!---H--/
20% +----+----I---<---1--1-+-+1---+------1-----1---+-l--l--l ll-----+------1
10% L----1-----+---I--
0%
.001 .002 .005 .009 .019 .037 .07'1 .149 .297 .590 1.19 2.38 4.76 9.52 19.1
.420 2.0
Diameter of Particle in Millimeters
Sand Gravel
-
38.1
Clay to Silt
Fine Medium Coarse Fine Coarse
GRADATION &
MOISTURE-DENSITY RELATIONSHIP
76.2 m 200
'52
Cobbles Boulders
Figure 31
150.0
145.0
140.0
u. 135.0
<.> a.
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
-··· --'; --,--· · -+-l--+-1--+-+-l--\--\-\--1--1-1-\---
,. ___ ,_ .--,---r-
--·----.-,., ----'_---1-1----.--·-f---1------·------------>--
___ --·-\--\ -----
\
1-1-t-·I---\ -·'l--l'c-+\-+-+-1 -.f-.f-l-.f-1--1--1--1--H--1----1----
-·l--l--rcl-l -t-' --1 ~ • ltl c,
\
/ , ,
"'
' \ / "
--
Date
Client
Project
Project No.
Sample No.
12/15/05
Createrra
Jordan Bluffs
1040194
04148
Maximum Dry Density
Optimum Moisture
Atterberg Limits
Liquid Limit
135 pcf
6%
25%
\ \ >L ' };, -~-\
Plasticity Index 6%
·;;; 130.0 I \
C \
(I) ---
\ Cl \
Gradation
Gravel 49%
c:' --\ Sand 27%
Cl 125.0
120.0
115.0
110.0
-
-····---\ --l-l-l-+-l---l--+-'l--,,-+-\\+--l---1--1-· l-l-.f-1--1-•-
\
-t,-t~\\---1.-·--·---!-f-----1----
1-t-l-t-f-\\-~~-·l-\--t-t-l-~ ---1---r--··· 1----------------➔-----~---------\
r-+-+-+-f---/--· /-.f-f--j------,-• '\ ---+-+-+-I
1-------->----~------+-f--++->--+-1-+'--\f-__,,,-+,+-+-1------;-
---------------4➔~-~+----
---,........-·--~1-H ··--r-1--+--
o.o 5.0 10.0 15.0 20.0 25.0
Moisture Content-Percent of Dry Weight
Hydrometer Analysis
Time Readings U.S. Standard Series
24Hr 7Hr
45 Mio 15 Min
60 Mn 19 Min 4 Min 1 Mio lf200 #100 #50 #40 13;0
Silt & Clay 24%
Reviewed By: JS
Test Procedure: ASTM D1557 C
Sample Location: Embankment
Description: Silty, Clayey Gravel with
Sand (GC-GM)
Sieve Analysis
Clear Square Openings
#4 3/8" 3/4" 1-1/2" 3" 5"6" 8"
100% -t-------t-,--,--rrTTtr--tJ--,--t,---,r,trn-l-l.H-rf-\--,1-r\TTfrr-f--.-t+,-,--frrl,-nfr-t--t--f,----f-it-frf-t-.if-r,icr,c-t-J.-,-.,--.,--T7-n-rl
-" 90% +---+-+--+➔-tH-1 t---+---+-1----+---+. --
80% +---+-1--+➔-➔ rt++--+--+-! r--t--+--1·· ~ f-1----+-+->-r--• / L -•--1-+++1+--~t-➔-·+-+-➔-H
g>?0% +---+-1--H--t t·HS--+--+--+-t-t-++tl---+---t--+--1-+H l+----+-+-+·t-\-t-tt·l7~-j---~-·--I----+--+-----
•~ 60% t-----t--1--
"' ~ 50% +---+-+--t--
C:
(1)40% !::
&_ 30% +---+-t-1-·+-
20% +---+-t-+-
0%+----+-~.L-J~.C..,1-'----l'--.L-J~~'t'-~--H·l-'-H---,f-'-f-'--'l'-~t--•---14-~~IYl-'-'-'i'--+--H'--l--4--l'-+0+-'t-'-f~-t-+-"+-~~~~=
.001 .002 .005 .009
Clay to Silt
.019 .037 .074 .149 .297 .590 1.19 2.36 4.76 9.52 19.1 36.1 76.2 127 200
.420 2.0
Diameter of Particle in Millimeters
Sand Gravel
Fine Medium Coarse Fine Coarse
GRADATION &
MOISTURE-DENSITY RELATIONSHIP
152
Cobbles Boulders
Figure 32
125,0
120.0
115.0
IL 110.0
0
0..
j;.
-~ 105.0
"' 0
i':'
O 100.0
95.0
90.0
85,0
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
-------rh---
1-t--t-+-H--+-+-tf·r"l-\·I\ --•11-----,-+--1-+-r+-r
' I
l-+-1-H--!.'-H--1--1---1--l--l-l\-t+H+t-l+-H-ErHi'c,fvH--l-+-t-H-l
t-t--t-+-t-t--t-+-t-,-1--t--1-+·r--.lsi--k-t-t-l'--J''-t,,'l-'I--T-M·74+H-+-H
--i-r
\
\
l--l--t-H-l--H--l-l--l--r+--l-1-1--
1--1-++-H+-H--l-··+-H--l--+-H--l--+-l-rr
H-t-t-1-1-+H-++H-++-t-r--_,.._ --+--·'\' -.\J-·1rl4-t-H~t-+H
H-\--1---11·-i-... r-----.... r--·-·H·\cl--'I.-M-+-I-H-l-
----1-r--------'----t----, •-c-••• l-1----·---i-----1.t-\J-'H
--r--------·-..-------1---1----·-i-----i--·H-++'Htt',!-·H-1---
~ --·--·---.---1-r--
1-+~-+--t-+---~t-----1--1-----1--~---1---~~,-
t-t-+-+--t-----------r---1-----·l-+-11'-<f---l",-l\.-H-
,-f-
--c-i-·" --1-----···t-r-· . ----1---
l-+-+-+--t-1-+--I ·H-t-+-t-1-J--t---r -1-r--·---,-t-.
-·r""""i--------,-,-
l-t--t--1-t-t-t-. ··--t-· ---··-1-t---t--H
0,0 5,0 10,0 15.0 20,0 25.0 30.0 35.0
Moisture Content-Percent of Dry Weight
Hydrometer Analysis
Time Readings U.S. Standard Series
Date 12/15/05
Client Createrra
Project Jordan Bluffs
Project No, 1040194
Sample No. 04148
Maximum Dry Density
Optimum Moisture
Atterberg limits
liquid limit
Plasticity Index
Gradation
Gravel
Sand
Silt & Clay
Reviewed By:
Test Procedure:
Sample Location:
124 pcf
10.5%
25%
6%
49%
27%
24%
JS
ASTM D1557 A
Embankment
Description: Silty, Clayey Gravel with
Sand (GC-GM)
Sieve Analysis
Clear Square Openings
24 Hr 7 Hr 60 Min 19 Min 4 Min 1 Min #200 #100 #50 #40 #30 #16 #1(~8 #4 3/8" 314" 1-112· 3• s•5• e·
Cl
C ·;;;
ti) "' 0.. -C
"' ~ "' 0..
45 Min 15Min
100%
90% --1-1➔+-----+---+
80% +---1--t--H--t-l-H-!----+-t-+
70"%
60% +----+-+--l++++n~--lf--1---, __
50%
40%
30% -l----t--1-,_
20% +----+-l------·1-H l------+-1-1-
10%
0%
.001 .002 .005 .009 .019 .037
Clay to Si!t
I----+---+-·--
·-~-· . I--I-
·---Ll--+-l~--1---+-+-,--HH
~1--l-+--t-l-HH-----+----+--+-t-+-1
·-f...----1--++1++1-----+-I--I-
l-l-l+----+-l-l-t-f--t-1-1-1----+-l--++-+-1+·1+-----l-+---•-
' '
.074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1 76.2 127 200
.420 2.0 152
Diameter of Particle in Millimeters
Sand Grave! Cobbles Boulders Fine Medium Coarse Fine Coarse
GRADATION &
MOISTURE-DENSITY RELATIONSHIP Figure 33
SAMPLE
LOCATION NATURAL
MOISTURE
BORING/ DEPTH CONTENT
TEST (FEET) (%)
PIT
8-1 6½ 10
14 20
19 48
29 9
41½ 29
51 ½ 34
8-2 4 25
16½ 52
261/, 15
36½ 8
51 Y, 38
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
TABLE I
SUMMARY OF LABORATORY TEST RESULTS
NATURAL GRADATION A HERBERG LIMITS UNCONFINED
DRY COMPRESSIVE
DENSITY GRAVEL SAND SILT/ LIQUID PLASTICITY STRENGTH
(PCF) (%) (%) CLAY LIMIT INDEX (PSF)
1%1 1%) 1%1
100 44 23 7
96 46
77 54 37
96 38
86 66
83 22
93 40
72 100 52 31
93 53
95 24
89 46 27
Page 1 of 3
PROJECT NUMBER 1040194
WATER
SOLUBLE SAMPLE
SULFATE CLASSIFICATION
(ppm)
Tailings I; Silty Clayey
Sand
Tailings I; Silty Sand
Tailings I; Fat Clay
Tailings II; Silty Sand
Tailings/; Layered
Clay/Sand
Silty Sand ISM)
6,000 Tailings I; Silty Sand
Tailings I; Fat Clay
Tailinos 11; Sandy Silt
Tailings 11; Silty Sand
Tailings I; Lean Clay
SAMPLE
LOCATION NATURAL
MOISTURE
BORING DEPTH CONTENT
/TEST (FEET) 1%)
PIT
B-3 2 8
6½ 4
19 4
29 5
39 19
411/, 22
Cuttings
B-4 6½ 15
11 ½ 17
29 5
-44 34
49 20
Cuttings
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
TABLE I
SUMMARY OF LABORATORY TEST RESULTS
NATURAL GRADATION ATTERBERG LIMITS UNCONFINED
DRY COMPRESSIVE
DENSITY GRAVEL SAND SILT/ LIQUID PLASTICITY STRENGTH
IPCFI 1%) (%) CLAY LIMIT INDEX (PSF)
(%) (%) (%)
96 28
99 9
100 7
98 9
110 71
104 74 930
0 76 24 NP 125+
139 -62
116 47
-95 , 12
91 79 NP 640
17 80 3
1 41 58 20 8 139.5+
Page 2 of 3
PROJECT NUMBER 1040194
WATER
SOLUBLE SAMPLE
SULFATE CLASSIFICATION
(ppm)
370 Tailings II; Silty Sand
Tailings It; Poorly Graded
Sand with Silt
Tailings II; Poorly Graded
Sand with Silt
Tailings !!; Poorly Graded
Sand with Silt
Lean Clay with Sand (CL)
Lean Clay with Sand (CL)
10* Tailings It; Clayey Sand
Tailings I; Sandy Lean
Clay
Tailings II; Silty Sand
Tailings ti; Silty Sand
Tailings It; Silt with Sand
Poorly Graded Sand (SP)
9,5* Tailings I; Sandy Lean
Clay
APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C.
TABLE I
SUMMARY OF LABORATORY TEST RESULTS
SAMPLE GRADATION LOCATION NATURAL NATURAL
MOISTURE DRY
BORING DEPTH CONTENT DENSITY GRAVEL /TEST {FEET) (%) {PCF} {%} PIT
TP-1 41/.z 4
TP-3 1½ 1
TP-5 9 34 107
TP-6 8 36 76
TP-7 4 15
8-1 .. 45
B-2* * 50
CPT-18
3**
BA** 43
+ Maximum Dry Density as determined by ASTM D-1557.
• Optimum Moisture Content as determined by ASTM D-1557.
* * Pre!oad Monitoring Area
SAND
{%)
31
15
31
22
25
33
A HERBERG LIMITS UNCONFINED
COMPRESSIVE
SILT/ LIQUID PLASTICITY STRENGTH
CLAY LIMIT INDEX {PSF}
{%) {%} {%)
65 23 6 122+
84 31 8 102+
94 1,780
59
68 28 6 .
IMPORT FILL PRELOAD
24
28
57
24
Page 3 of 3
PROJECT NUMBER 1040194
WATER
SOLUBLE SAMPLE
SULFATE CLASSIFICATION
{ppm}
11.5 * Fill; Sandy Silty Clay
19.5* Fill; Lean Clay with Sand
Lean Clay {CL)
Sandy Lean Clay {CL)
Sandy Silty Clay (CL-ML}
Fill; Clayey Gravel with
Sand
Fill; Clayey Gravel with
Sand
Fill; Sandy Lean Clay
with Gravel
Fill;Clayey Gravel with
Sand
APPENDIX I
Cone Penetration Testing Data
AvA"\;' APPLIED GEOTECHNICAL ENGINEERING coNsvLTANTs, P. c. 1040194
ConeTec, Inc. CONE~EC --i:==-:::i Geot~chriical and Environmental Site Investigation Contractors
3589 West 500 South, Suite 3, Salt Lake City, UT 84 l 04 • PO Box 22082, Salt Lake City, UT 84122
Tel: [phone] • Fax: [phone] • Web: www.conetec.com • Email: [e-mail]
May 25, 2004
Mr. Chris Beckman
Applied Geotechnical Engineering Consultants, Inc.
600 West Sandy Parkway
Sandy, UT 84070
Re: CPT Results
Sharon Steel Tailings lmpoundment
Midvale, Utah
Dear Chris,
Job No.: 04-352
Tel: [phone]
Fax: [phone]
Per your request, we have completed the CPT investigation for the above referenced
project. Enclosed is one set of standard CPT plots, pore pressure dissipation plots apd
a data diskette. The diskette contains data files for the CPT plots (*.cor files), the files
for the PPD plots (*.ppd files). The "cor" and "ppd" files are text files that can be viewed
with any text editor or imported into various programs, such as a spreadsheet. In
addition to the data files, we have included the CPT plot files (*.djz files) and a DOS
based print routine to reprint any of the CPT plots. See the readme file for printing
instructions. The following table summarizes the work performed at the site.
CPT CPT Maximum PPD PPD Ueq Depth Depth Time Comments Location Filename (ft) (ft) (sec) (ft)
CPT-2 352CP02 72.01 24.61 500 -Refusal
CPT-3 352CP03 68.90 Refusal
CPT-4 352CP04 62.34 56.92 500 ~5.0 Refusal
CPT-6 352CP06 4.27 Refusal
CPT-6A 352CP06A 52.98 50.36 600 7.4 Refusal
CPT-1 352CP01 85.14 79.40 600 15.0
CPT-5 352CP05 70.37 62.01 300 5.5 Refusal
Many correlations have been developed for design parameters based on CPT data.
The interpretations are presented only as a guide for geqtechnical use and should be
carefully scrutinized for consideration in any geotechnical design.
ConeTec, Inc.
A Member of the Cone Tee/Gregg Fami(y of Companies
/
Mr. Scott Anderson
A.G.E.C.
May 25, 2004
Page Two
Job No.: 04-352
Assumptions have been made regarding soil unit weights, groundwater level and
interpretational methods, which may or may not apply to this site. Additionally, the
following table summarizes the values assigned to the specific soil behavior type zones.
Zone SPT Unit Wt Unit Wt. K Description Qt/N (kN/m 3 ) (pcf) (emfs)
0 1.0 19.5 124.1 1x10-'" Undefined
1 2.0 12.5 79.6 1x1 o-r Sensitive Fines
2 1.0 17.5 111.4 1x10-'" Oraanic Soil
3 1.0 17.5 111.4 5x10-0 Clay
4 1.5 18.0 114.6 5x10·' Silty Clay
5 2.0 18.0 114.6 5x10"' Clayey Silt
6 2.5 18.0 114.6 5x10-" Silt
7 3.0 18.5 117.8 5x10 .. Sandy Silt
8 4.0 19.0 120.9 5x10·• Silty Sand/Sand
9 5.0 19.5 124.1 5x10·L Sand
10 6.0 20.0 127.3 5 Gravellv Sand
11 1.0 20.5 130.5 1x10·15 Stiff Fine Grained
12 2.0 19.0 120.9 1x10-0 Cemented Sand
We appreciate the opportunity of providing these services to you. If you have any
questions regarding the enclosed material or if, we can be of additional assistance,
please contact us.
Sincerely,
ConeTec, Inc.
Shawn D. Steiner, P.E.
Manager
Enclosures
ConeTec, Inc.
A Member of the Cone Tee/Gregg Family of Companies
1
CON~ AGEC
..c
+-'
□-
OJ
0
qt ( tsf)
0 500
0,01-,r-T----r--.--,-.-.--,-----.--,
-5.0 ····························1····························
-10.0 ···················:·····························
-15.0 ·························••i••···························
-35 .0 •• T
-40.0 · .......................... j ............................ .
-45.0 r
-50.0'-"----~---~
Mox. Depl11: 8 5. 1 4 ( ft)
Deoth Inc.: 0 .164 (ft)
Hole No.: CPT -1
L ocation:
fs ( tsf) .. u (ft.
0 10 0 300
!Out
···················1······················
·•·········:······················
i·····················r·····················
···················r·····················
••• ················•····•············•····
~I
Ou Out
. ••••••••••···•r
··············1·················
••• ···············"[············--· ..
···1
j:=
I ~ : <
·················;~ q:
·············"~·············
Cone: 20 Ton St 122
Dote:0 5 : 13:0 4 1 3:51
N(60) (blm1s/ft) ·T SB
0 100 0 12
··············~·-·················
················~·-·················
... ···1· ....
••• ···············r······
.................................
········1···················
••• ••••••••••••••••••••••••·•••········
Undefined
Silly S.··mcl/S::,nd
Sand
Silly Snn d/San <I
Sill
Snn cly Sill
Sill
~(i\_>·ey Sill
~Hp·cy Sill
Clayey Sill
Sensitive t1ncs
Sill
Clnyey Sill
Sill
Clayey Sill
S ill
Silly Sand/Sand
Sand
Sill
Sarni
Snncly Sill
Clnyey Sill
S ill
~~rdy Sill
Clnyey Sill
Sill
Clnycy Sill
Snndy Sill
Clayey Sill
Sill
Clayey Sill
Sill
Clnyey Sill
Sill
Clayey Sill
Sill
SBT: Soil B ehavior· Type (Rober tson 1 9 9 0)
@ Equilibrium Pore Pressure from Dissipation
.c ....,
0 .
OJ
0
AGEC
qt (tsf)
0 500
-50 .0J....-.--.--,----,-,-...-,r-r-,~
-55. 0 ........ ···················-!'···············•············
-60.0 •••• r
-70 .0
-75.0
-80.0
-85.0
-90.0
-95.0
-100. 0
·:
····························r·········z
i =: j =-
,~ 1---=
T
T -
M ox. Depth: 8 5. 1 4 ( ft)
De1:>th Inc .: 0.1 64 (ft)
fs (tsf)
Hole No.: CPT -1
Location:
u (ft. )
0 10 0 300
.J> . -
................ ; ................ .
····1······················
• ····················!··············
·•·t••!••··················· ~i !=--
·····~r ···············
········ 1 ········ .. "
! . ......... "
N(60)
0
Cone: 2 0 T o n S t 1 2 2
Do te:0 5 :1 .3 :04 1 .3:5 ·1
(blows/ft) SBT
100 0 12
S ill
............ ····T·················· Sanely Si ll
Sill
Sondy Sill
S ill
Snrnly Si ll
l
•• ················!···················
···········i···········
Sill
Snnrly Sill
~Hty Snnd/Sand
S ill
Snncly S ill
Sill
Sn,uly S ill
S illy Snn d/Snnd
Saud
Gr:w~lly Sancl
Sn nd
Sill
Saml
Gmvc lly Snnd
SBT: Soil Behavior Type (Robert son 1 9 9 O )
~ Equilibrium Pore P .-essure from D issi1)otion
1
CONE~ AGEC
.c
➔-'
0.
Q)
0
qt (tsf)
0 500
0.01-,---.-,--,--,-..-,---,-,-7
DugjOut
r
-15.0
••••••• ·····················1························
-20.0
-25.0 ····························1·····························
r ····························1·····························
-40.0 ········
-45.0 ·······
-50.0
Mox. Deplh: 7 2 .0 1 (fl)
Dept h Inc.: 0. 164 (fl)
Hole N o.: CPT -2
Locotion:Adjocent 0-2
fs (tsf) u (ft . )
0 10 0 3 00
Dug/Out
•• ·················-r-····················
•• ••••••••••••••···•·•••••••···············•
······················r·····················
·····················1······················
•• ··················1······················
••••••••••••••••••••••••••••••···•··•···
Dug put
)
.. i
.. i
.. j ...... .
•• ··••••••·· ····•• 1·•············· •
Cone: 2 0 Ton St 1 2 2
Dote:05:1 3:04 08:39
N(60) (blows/ft)
0 100
Dug[Out
r ················1···················
•••••• ············1···················
··········••1••·················
··········-r···················
••••••••••••••••••••••••·····•
SBT
0 12
Undcri11 cd
Sarni
Sandy Sill
Si ll
Silly S.,nd/Sand
Snndy Si ll
Sill
Silly Sand/Sand
Sandy Sil l
Sill
Clnycy Sill
Scnsilh·c Pines
Sandy Sill
Clnycy Sill
Snndy Sill
~ilty San(I/Sand
Sandy Sill
S il l
Sanely Sill
Si lly.Sand/Sand
Snn dy Sill
Silly Sand/Sand
~ntly Sill
Silly Sanrl/Sond
Sandy Sill
Sill
Sanely Si ll
Silly San rl/Sancl
Sa nely Sill
Silly Sand/Sand
Snnrly Sill
Silly S.,nd/Sanel
~nr:~.,f.\1
.\;sanel
Sanely Sill
Silly Sanrl/S.,nrl
Sandy Si ll
Silly S.,nd/Sand
-Sill
SBT: Soil Behavior Type (Robertson 199 0)
0 Equil ibrium Pore Pressure from Dissipation
rCO~·~·~E~ AGEC
.c . ...,
0.
OJ
0
qt ( tsf)
0 500
-50.0-.,c-r-,---r--r-~.--r--.--,
-55.0 r
-65.0
_ 70 . o ····························r-=:::::~
-75.0
r~efysol
·····························!·····························
-80.0
-85.0 i
-90.0
-95.0 l
-100.0~---~---~
Mox. Depth: 7 2 .0 1 (ft)
D epth Inc.: 0.1 64 (ft)
Hole No.: CPT -2
Locotion:Adjocent 8 -2
fs ( tsf) u (ft. )
0 10 0 300
T ·············1 .. ••••••••••••••••••••
!
······················:······················
······················1······················
······················:······················
••••••••••••••••••••••••••••••••••••···••····
~
···;········1·················
.. 1::, ............. T ················
···~····.!·················
~
••• ···············T················
Refufol
····················1·················
···················T················
.......................................
Cone: 20 Ton S l 1 22
Dote:05:1 3:04
N(60) (blm1s/ft) SBT
0 100 0
Refysol
08:39
12
Sill)'. S.sncl/S.,nd
Saniiy Sill
Clnycy Sill
Sill
Sarni
Gm\"clly Snn,I
Sal\tl
Sill
Silly S.,nd/S.,nd
Saml
Gn,velly S:lnc\
Smul
GnwcHy S:uul
···················1··················· ···········;···········
···················1 ···················
•••••••••••••••••••••••••••••··•··•····
SBT: Soil l3ehovior Type (Robertson 1 9 9 0)
0 Eauil ibrium Pore Pressure from Dissiootion
.c
+>
0.
OJ
0
AGEC
q t ( tsf)
0 5 00
0.01--,,......,.-,--,----,--r-,,......,--,-,
DugfOut
-5 .0 ••••••• T
-10.0 r
·······················;···················--········
r r ··········1 ·············
r
-40.0 r
-45 . o •••• ••••. • ·T·········· ....
-50.0
M ox. Dept h: 68.90 (ft )
De pth In c .: 0.1 6 4 (ft)
f s (ts f)
H o le N o .:CPT-3
Locot ion:Adjocent B -5
u (ft. )
0 10 0 300
DugfOut
..................... j ..................... .
·····················1······················
··········· ! ............... .
........ 1 ···················
..................... 1 ..............••
····················1·····················
t J
r i
Dug Out
.•. ............... 1·················
·····················1·················
····················1················
................ 1 ................ .
• •• ••••························ .. ·· ...
Cone: 2 0 T on S t 1 2 2
D o te:0 5: 1 .3 :04 0 9 :.3 2
N(60) (bl ow s /f t )
0 100
Dugi Ou t
·················1···················
················1···················
·················1 ···················
················1 ···················
r
SO T
0 1 2
Undefi ned
S:m dy Sill
Sclnd
Sill y Sa nd/Sand
Sa n d y Sill
Sill y Clay
Cla yey S ill
Sandy Sill
Clayey S ill
Samly Sill
Silly Sa nd/Sand
Sand y Sill
Sill
Silly Sancl/SM1d
Clayey Sill
San,ly Sill
~ilty S.,ncl/Sand
Sanely Sill
Clayey Sill
San ely Sill
Sill
Clayey Sill
S.,mly Sill
Claye y Si ll
Scnsili\'C Fines
Clayey Sill
Sill y Sand/Sancl
Sill
Clayey S ill
San dy Sill
Sill
Sandy Sill
Clayey S ill
Scnsit i\'C Fin es
Cl ayey Sill
Scnsit ivc Fines
Sill
Clny
Clayey Sill
Sill
Claye y Sill
~~rd y Sil l
SBT: So il Behavior Type (Robertson 1 9 9 O)
© Equ ilibrium Por e Pressu re from D issipation
1
CONE~ AGEC
,......_
+->
(1--
-....,.,
.c
+-'
0.
Q)
0
qt ( t s f )
0 500
-50 .0tr-,-,---,---,---,--.-,-,---,--~
-55 0 l .......................... .L. .......................... . • 11 I
-60.0
-65.0
-70 .0
-75 .0
-80 .0
-85.0
-90 .0
-95.0
-100. 0
"t"'
r
M o x. Depth: 6 8 . 9 0 ( f t )
D e otl, In c .: 0 . 1 6 4 (ft)
fs (tsf)
0 10
H o le No. :CPT -3
L o co tion:A d jocent .0-5
u (ft. )
0 300
••• ·······Re fu:Sol ···········
•• ·················r·················
Con e : 2 0 Ton S L ·1 22
Do te:0 5 : 1 3 :0 /J . 0 9 :32
N(60) (blows/ft)
0 100
Re fl"ot
••••••••••••••• 1···················
SB T
0 1 2
•••••••••••••••••••••••
i
S ilt
Clnycy Sill
S ilt
Clnycy Sill
Sanely Sill
San,I
Cnw c lly s.,n,I
~iltY s.,1l<I/So11<l
San ely Sill
Saml
Sill
Sa rnl
Gravelly San ,1
Soncl
Grave lly s.,n<I
SB T: S oil B e havio r Type (Robert son 1 9 9 0 )
© Equilibrium Pore Pressure from Dissioot ion
CONE~
iii AGEC
,-._
+'
Ci-...__,
.c
+'
0.
OJ
0
qt (tsf)
0 500
0,0.f-,-,--,--,--r---.-,-,----r-;
Dug[Out
···············1·····························
-10 .0 ~ i ..
-15.0 ·········~·-·
-20.0
-25.0
-30 .0 ••••••• ··················1························
-35 .0 1
-40.0 •• r
-45 .0 •• 1,·····························
-50.0
Mox. Depth: 62.3 '1· (ft)
Deolh Inc .: 0. 164 (ft)
fs (tsf)
0 10
~·············!·····················
·········;······················
····················r ···········
r . r
••• ···············••i---···················
••••• ••••·••··•····•························
Hole No.: CPT -4
Locotion:Adjocent B-6
u (ft. )
0 30 0
Dug put
... ... ~-............... .
i .. r
••· I
•••••••••••••••••••••••••••··•·········
Cone: 20 Ton St 122
Dote:O 5: 1 .3 :0 4 10:35
N(60) (blows/ft) SBT
0 100 0
Dug[Out
12
Unde fined
Sa11dy Sill
Sill
Sa11dy Sill
Silly Sancl/Snnd
Sa11dy Silt §)tp"CY Slit
Silty Sa11d/Sa11d
Sn ndy Sill
Slit
Silly Sand/SallCI
Sa ndy SIil
Silly Sand/Snnd
Sn11dy Sill
Silly Sand/Snncl
~fir'ly Silt
Sa ndy Sil l
Si lt
Clayey S ill
Sandy Sill
Sill y s.,n d/Sa1ul
Sandy Sill
Clayey Sill
Silty Clay
Sill
Clayey Sill
Sil l
~/1(
Clayey Sill
Clay
Silly Clny
Clny
Silly Clay
Clayey Sill
Clay
Silty Clay
S ill
Sill • SallCI Sane!
SST: Soil Behavior Type (Robertson 1 9 9 O)
® Equilibrium Pore Pressure from Dissipotion
,.-..,.
·I-'
<i-........,
..c
+-'
0.
OJ
0
AGEC
qt ( tsf)
0 500
-50.0t-r-r-r-,:::-r-,-,,-,,-,--,
-55.0
Ref~sol
-65,0 1····························
-70,0 ............................ 1 ....................... .
-75 .0 r
-80.0 r
-85 .0 ····················· .. ····+····························
-90,0 ......................... 1 ....................... .
-95.0 l
-100. 0 '
Mox. D e pth: 62.34-(ft)
DeoU1 Inc.: 0.164-(ft)
fs ( tsf)
0 10
Refrsol
······················:············ ••
···················1···················
...................... ~ ..................... .
•••••••• r···········
. .............. i ..... .
Hole No.:CPT-4
Loco t ion: /\d jocen t 8 -6
u (ft.
0 300
••• ·················1·················
:f:t:
.......... RefuFol············
•• ••••••••••••••••• 1·················
···················T················
• •• •••••••••••••• 1·················
····················1·················
Con e: 2 0 Ton St 1 2 2
Dote:0 5 :1 3:04 1 0:35
N(60) (blows/ft)
0 100
Ref0sol
r
···················1···················
··················-r ···················
SOT
........... _ ......... .
........... · ......... .
Sand
Cr,wclly Sand
~~ri Sand/SMtd
Smuly Sill
Gra\'Clly Sr11Hl
Sandy Sill
Sand
Gnwclly Smut
St1n<l
Grnvclly St\nd
SBT: S oil Beh avior Type (r~obertson 1 9 9 O)
© Eouilibrium Pore Pressure from Dissipation
.c
+-'
0.
Q)
0
AGEC
qt ( tsf)
0 500
0 ,01-,c-r-,--,--,--,-,r--r--.-j
Dug\Out
-5 .0
-15.0
-20.0
-25 .0 ............................. · ... ·····················
·························1·····························
-35.0······~··············· .. ·•· ...
-40.0 c l
-45.0 T
-50 .0~---~---~
Mox. Depth: 7 O . .3 7 (ft)
Depth Inc.: 0. 1 64 (ft)
f s ( tsf)
0 10
0ugl0t..•t
T r
·······••i---···················
b
l
r
Hole No.:CPT-5
Location:
u (ft. )
0 300
Dug 9ut
•••••••••••••••••••••·•••••••••••••••••
r .... r
................... ':' ..
....... :f. ..... : ................ .
Cone: 20 Ton St 122
Dote:05:1 3:04 1 1 :55
N(60) (blows/ft)
0 100
Dug\Out
....... ········· 1
··············1 ···················
SBT
0 12
-■······ .. ··
Undefined
Sill
Snndy Sill
Sill
~ntY Sill
Silly Sand/Snn<l
Sill
~nrcly Sill
Silly Sarni/Sand
Sandy Sill
Sill
Cloycy Sill
Silly Clay
~lfP·ey Sill
~n•~<ly Sill
S illy Clay
Silly Sn nd/Snnd
Sandy Sill
Sill)' Sancl/Sand
Sandy Sill
Clayey Sill
Sandy Sill
~i:tY Sand/S.,ncl
Clayey Sill
Sill
Clayey Sill
Sandy Sill
Silly Sand/S.,ncl
Cemented !jnnd
Silly Sand/S:.ncl
Sandy Sill
Sill
Silly Clay
Clayey S ill
Sill
Silly Clay
Clayey Sill
Clay
S illy Clay
Clayey Sill
SBT: Soil Behavior Type (Robertson 1 9 9 0)
® Eouilibrium Pore P,-es sure from D issioo tion
1
CONE~ AGEC
...__,.
.c
+'
0.
OJ
0
qt (tsf)
0 500
-50.0·•l-r-,r-,---,--,-,-.-,r-,--,--j
-55.0 ...... ._ ............... ._.
-60.0 ··············=rs
i _::;:>
-65,0 r~
-70.0 ..................................................... .
-75.0
-80 .0
-8 5 .0
-90,0
-95.0
-100.0
Refusal
! r r
···························••i •-···························
r
Mox. Dept!,: 7 0 . .3 7 ( ft)
Depth Inc.: 0. 1 64 (ft)
Hole N o. :CPT -5
Loco lion:
fs (tsf) u (ft. )
0 10 0 300
••••• ···········•·1••··············· Ueq=t5.5 '
.................... r················
Ref11sol
T
Refusal
... ··•···· ..
••• ··················i·················
••••••••••••••••••••••••···············
Cone: 20 Ton S t 122
Dote:05: 1 3:04 1 1 :55
N(60) (blows/f t)
0 100
••••••••••••••••• ·!···················
·················1·· ............... .
···················:···················
Refvsol
r
SOT
0 12
1··········
·······••1••········
Clay
Silly Clnr.
Clnycy Si ll
So ndy Sill
S illy S ond/Snn d
Saml
Gmvclly So llll
Saml
Gr:wc lly Son d
SBT: Soil l3ehovior Type (Robertson 1 9 9 O)
(!!) Eouilibrium Pore Pressure from Dissipation
.c
+>
0.
0)
0
AGEC
qt ( tsf)
0 500
0.0-1-r--r-.---,----r-=-,-.-,-.-7 n, 11, ;n. ,t
-5 . o ····················r,ertsor··················
-10.0 ···························1····················
-15.0 ................... ·····1····························
-20 .0 T
-25 .0 r
-30.0
-35 .0
-40.0 ·························1 ····························
-45.0 r ······················
-50.0 '
Mox. Depth: 4 . 2 7 (ft)
Depth Inc.: O. 1 6 4 (ft)
fs (tsf)
Hole No.: CPT -6
Loc ation:
u (ft.
0 10 0 300
n. JC, ,n: ,t n. ,a o·,t
............ 1····· ............ .
... ""'f'"
·····················1·················
····················1···· ........••....•. ···················r··············
······················1······················
················••1••···············
····················••i---···················
Cone: 20 Ton S t 1 22
Dote:05 :1 3 :04 1 .3:1 7
N(60) (blows/ft) SBT
0 100 0 12
•••••••••• ,, .. ,rsor··········
···················1················-
r i ··········
I •••••••••••.••••••••••
........... · ......... .
SBT: Soil Behovio,· Type (Robertson 1 9 9 O)
® Eouilibrium Pore Pressure from Dissipation
1
CONE~ AGEC
.c
+'
0.
Q)
0
qt ( t s f)
0 500
0,01-,r-,--,--r--,-.--,r--,--,-7
!Out
-5.0 ·····~··············
-10.0 ·····················l························
-15.0 r
-20.0 ························1························
-25 .0 ••••••• r
-30.0
-40.0
-50.0----~~---:-:-~
Mox. Deplh: 52 .9 8 (ft )
Oeplh Inc.: 0.1 64 (fl)
Hole N o. :CPT-6 A
Location:
fs (tsf) u (ft. )
0 10 0 300
l
·····················1······················
• ····················1······················
Out
••• ················t ·················
.... ••••••••••••••••••••••••••••••••··
···········;·················
Cone: 20 Ton St 1 22
Dote:05:1 .3:04 1 4:55
N(60) (blows/ft) SBT
0 100 0 12
......................................
Undcfinc<I
Sandy SIil
SIily So nd/Snml
Snndy SIil
SIil
Si lly Sand/Sand
S:md
Silly Sond/Sancl
Sandy S Iil
Clayey SIil
Silly Clay
Clay
Silly Clay
Clayey Sill
Sill
Clayey Sill
Sandy S ill
Si ll
SIily Sond/Sand
Sandy Sill
Silly Sand/Sand
SIil
Sandy S ill
Sill
~~Jr~il ,~il},nes
Sill
Clayey S ill
S ill
Sensitive t"ines
Sill
Clayey S ill
Clay
Si lly Snnd/Snnd
Sand
Sill
Clayey S ill
Sand
SBT: Soil Behavior-Type (Rober-tson 1 9 9 O)
® Eauilibr-ium Pore Pressure from Dissiootion
1
CON~~ AGEC
,---... . ...,
<1-
'--'"
.c ....,
0.
OJ
0
qt ( tsf)
0 500
-50 . o t--r--,--..-.--r=:-,--,---,----r-1
RefoU sal
-55.0 r
-60 . 0 ........................ r······················ .
-65.0 r
-70. 0 ·······················r························
-75.0 l
-80 .0
-85.0
:
9
9 :_
0
0 T ~ ····························1·····························
-100 .0'------'-----'
Mox. Depth: 52.98 (fl)
Depth Inc.: 0. 1 6 I\-(ft)
Hole No. :CPT-6 A
Location:
fs ( tsf) u (ft. )
0 10 0 300
Ref8sol
••••• ···········1 ••••••••••••••••••
•••• •••• •••••·· 1·············· .•.
··················1················
...... r ....... .
••••••• r··········
'$/ ueq17 .'-1-'
Refu'sal
·············T·········
·················r···
.. .......... ! ......... .
i .. .
• : •••••••
.................
. ............... J ........... .
Cone: 20 Ton S t 122
Do te:0 5 : 1 3 :0 4 1 4:55
N(60) (blows/ft)
0 100
<I
Ref.Lsal r ···················1···················
T
l
r
!
S13 r
•• 1········
•••••••••••••••••••••••
. ·······•·1 · •••••••••
Gaavelly Sand
S:md
SBT: Soil Behavior· Type (l~obertson 1 9 9 0)
@ Equilibrium Po,·e Pressure from Dissipation
AGEC Hole No. :CPT-2
Location:Adjacent s~2.
" ... ... ...,
ill .. :,
Ul
Ul
~ a.
ill ..
~
PORE PRESSURE DISSIPATION RECORD
30 .0------------, ------------,-------------. ·········-··,-------------.
' : : : : ' : : : : ' : : . :
'
'
' ' '
'
' '
'
' ' I I I ' I
20. 0-------------~------------~-------------~------------; ............. :
: : I < :
: ' . : :
: I I I :
' ' ' ' ' '
' ' ' ' ' ' : '
' ' ' ' ' ' ' ' ' ' ' '
.10. 0-------------~------------~-------------~------------i-------------:
I I < t ' ' . ' : ' : :
' '
' ' : •
' '
'
' '
I ; i i I o.or+---+---+----1-
1
----1----1 I I I I
o.o 100.0 200.0 300.0 400.0 500,0
TIME (sec>
Cone: 20 Ton St 122
Date.:05:13:04. 08.:39
File: 352CP02,PPD
Depth (M): 7.50
(ft): 24.61
Duration . 500.0s
U-Min: 0.75 465.0s
U-Max: 10.42 O.Os
AGEC
" ... ...
"'
f ::,
Ul
Ul
llJ
I.
C.
f
0
C.
Hole No. :CPT-l.
Location:
PORE PRESSURE DISSIPATION RECORD
60 .o-
40 .o-
20 .0-
-. -------· ,-----················ . . . . . . . . . . . . . . . . . . . . . : . . . . ············---------~·····················~-------···········---. . . . . . . . . . : . . . . . . . . . . . . . . . . .
• ··············-----~---------------------1---------------------. . . . . .
: . . . . .
. . . . .
i i i o.or+-----1--
1
----+-,-------a
1 o.o 200.0 400.0 600.0
TIME (sec)
Cone: 20 Ton St l.22
Date:05:l.3:04 l.3:5l.
File: 352CPOJ..PPD
Depth (M)! 24.20
(f't): 79.40
Duration : 600.0s
U-Min: 7.5l. l.05.0s
U-Max: 58.6l. O.Os
AGEC. Hole No. :CPT-4
Locat ion.: Adjacent 8-,6
.... ...
~ ...,
QI
I.
:I
U1
U1
QI
I.
0.
QI
I.
0
0.
PORE PRESSURE DISSIPATION RECORD
20. 0-r············, •••••••••••• ,··•··········, •••••••••••• ,·············,
10 .0-
' . . . ' . . . ' ' . ' ' ' ' . : ' '
' ' : ' ' ' ' . ' ' ' ' ' : ' ' ' . ' ' ' ' • 1 I I O I • ········----~------------~-------······~------······~-------------: l . : : :
' ' ' ' ' ' ' '
-
' ' ' ' : '
" '
' ' ' '
'
' ' ' : . :
' . : . :
0 i i i i i -0•-t-----t-,---t----t----+---l I I I I o.o 100.0 200.0 300.0 400.0 500.0
TIME (sec)
Cone: 20 Ton St 122
Date:05:13:04 10.:35
File: 352CP04.PPD
Depth (M): 17.35
(f"t): 56.92
Duration . 500.0s
U-Min: 2.58 15.0s
U-Max: 9.53 O.Os
AGEC
,.. ... ...
....
Hole Ho, :CPT-5
Location:
PORE PRESSURE DISSIPATION RECORD
30 .o-·····················.······---············,··-···--------·······
' ' : :
' ' : :
' ' '
20. o-+-•·············-------; ..................... l .................... .
10 .0-
' ' ' ' ··-···············-··}·············--------~--------···-----------. : ' .
' ' '
~~:-~~-~~vv-v-~ ~~
'
' ' '
o.o-;-------r10------r'0
-------1i I I I
0 . 0 100 . 0 200 . 0 300 . 0
TIME (sec)
Cone: 20 Ton St 122
Date:05:13:04 11:55
File: 352CP05,PPD
Depth (M): 18,90
(f"t): 62.01
Duration : 300.0s
U-Min: 4.83 255,0s
U-Max: 12.95 O.Os
AGEC
,.. ... ...
"
Hole No. :CPT-6A
Location:.
PORE PRESSURE DISSIPATION RECORD
20 .0-··············-·-----.---------------------.----------------------
. . . . . . '
' ' . ' '
.
l.O. 0-··-················--~---------------·-----i---------·-···········, : : '
'
O.O-j'-------t-'------t-1 ~------l' I I I
o.o 200.0 400.0 600.0
TIME <sec)
Cone: 20 Ton St 122
Date :05 :J.3 :04 14.!55
File: 352CP06A.PPD
Depth (M): 15.35
Cf't): 50.36
Duration : 600.0s
U-Min: 0.09 5.0s
U-Max: 7.41 565.0s
APPENDIX 11
Settlement Data
AvA-V APPLIED GEOTECHNICAL ENGINEERING coNsULTANTs, P.c. 1040194
(/)
© .c
0
.!::
.,.; r::
©
E
©
E
©
(/)
~-Settleme nt 8u1 Area
Q
" T <> -.!n Time, days __,, -
0.1 1 10 100 ~ 1000 10000
,-r-r-, I· -r-.--.
r
-~
4.00--·--'<-'-<----·---·l---+\--------+-----
-------·-5.00-· ·-----··-'---
··---·-····-··-6.00 .. ------·
-···-·--··-·--··-7~00·-----·-
-········-------··--9 .00-•1---
----······-··10.00---------
---·-···-······ --·· -11.00 ·· ·-----------
+~k:---:-=-------l---------,
'
-·--·--···--··-··--12.00----···---·----l--l-\---------l---------j----------
·-··--·-··--13.00 -· ..
·-------14-.00---
·--·--······--·-···15.00-· ·•····--·-··-------l-----. ___ 1
·-········· ·······-~ ~~~~--·········--······-·----·--········-··-· -· ·--··---i--=------+--·····-·--·----·-
18.00
-+--Plate B-1-1
------Plate B-1-2
-.-Plate B-1-3
~ fill height in feet
(/)
(\)
.c:
0
.!::
-,.r r.:
(\)
E
(\)
~ ©
(/)
T Settlement B"2 Area
o -T
Time, days
0 ..,
0.1 10 100 ~ 1000 10000
-----,---,--,--~~!;;j;'~-=-=-=-~--~-~~-~---~~~~1--1-,-~--,-,.-,-,-j,--,--,--,--,--,-~~
---··-···-·-·--2.00--·-·-·······--·-
------3.00 ---··-·--
--------·······--4.00 ---·--------<--
-·-··--·-·---·--·-6.00 -·-·---··----------l---->..::,.___-, ___ -1.
---·---···-···-7.00--· -----
. ---· ---------8.00 ---···-·-------H------==:.&...--'4~-
---·--•·-•--·---·---9.00 ··· ---------11-----
---··-·-········· · ··10.00•·• -·-------·
---·-·-·-··-·-11.00--t---------1°----------··---·------!---------~
-··-···--·---·-12 . 00 -----··------+-1-------!----------+--------·
-··--·-·-·-····13.00 ------·----
···-··-· ----··-14.00···----··-···----
--·-·-···-···-~15.00----··-···--··-----1-------------II--------
·--··--·····-16.00 --1--------!-----------!-------
...... · ·--... . ..... 17. 00 --··--·---···-··-··-·-·-·-·········--·--·--·····--· ··--·-·-·-----1----·--·-·-·--··----·--
18.00
-+-b-2-1
-a-b-2-2
-.-b-2-3
~ fill height in feet ----~--·-·---
ID .c:
0
.!::
-y
0
Seutement CPT "3 Area
Time, Days
J
0 ___,
--SI
0.1 1.0 10.0 100.0 ?' 1000.0 10000.0
l -r-,--r-..--.--r~M---.--~----.--.-...,...,..,..1
---+-----··---·•--------
-----1----------.J------····--·-·-·-<
---·-------11------·-·~
-----+--------+--------~
----··-·-·-·--·····-·9.00 --· .. -----··----·--·----~ ·--------·-------!------------,
----··-·· -·---·--10.00· ----~--:,,.,~:::::::J¢~----·-·····-l--------1
----1·1·:00-----·---·--·1--\-------•I-------··--·---·····--·--
-----··--12-.00 ---·--·-----1-+---------+--------+------
-·--··-·---13.00--··---··--·-···· --·--··----------------------!--------
--------14.00-____________ ,
---·---16.00-t----------+----------Jl---------1------
.. ··---··-·· ·--17 .00 -·-·-···-·-·-·-·-·---··---·•-"' ·--·-···-···-----·--_,--.... _ ...... -.-·----1---·--·-·---·----
18.00
f-+-plate 8 -5-1
-a-plate 8-5-2
-.Ar-plate 8-5-3
~ fill height in feet ·--·---------
gJ
.c:
(,)
.!::
Settlement B-4 Arna
Time, Days
0.1 1 10 1000 10000
t--------+---------1-----------
, _________ -------·-----~----
--------·--···-·-·9. 00-1-------~------!---------·--
---------···-10. 00-1---__,._ ______ --····-·-·-·--·
--·•·••·-···-····· -11.00··· -----··
------'12:00 ------'-----1---··--------1---------··---
·-··--··--····--·-·--· 1·3.00··· ··-···-··-----------l----· ------1---·····-··--·----~
··-· -······-·-·-·-14.00 ------··--·---"r---l--------+---------l----·-··--·--
---·-·--·-·-----15.00--------.
-·•·-·········-· ••••••• 16.00 -·-------·-··-·-·----1-------j-------~----
-·---····· • -·· ··-17:00 -·-·-·--· ··-···· ----· --------------------···--··-·--·-···-·-···-··-·---~
18.00
~
-+-Plate 8-4-1
......_ Plate 8-4-2
-..-Plate 8-4-3
~ fill height in feet --·-·-----
APPENDIX 111
Site Specific Liquefaction Analysis
Av~'\;' APPLIED GEOTECIINICAL ENGINEERING CONSULTANTS, P.C. 1040194
Project No. 1040194 San Lake Liq. Hazard Rating s:111eC~mcrti«lt>n..icnJec2003s..i:,-21:112a6
Project Name Jordan B!uffs Earthquake Magnitude ,., liq. Potential PGA
Date S-Jan-05 Magttl.lOe Scalln"g Factor 1,11 Very Low >0.33g Wq~p,:r!:tr.!tllbHl<i en YOl>d, T. I... and I. M. ldtlu, 1W1; P~• oflt>o NCEER~Q'l~m<'llo:\
Time 8:30AM Hammer Energy Ratio 1.5 Low 0.23g-0.33g rMlllanclofw.t-. Ttchniol!RtpO/tNCEER-97-oo22
s •. F, 1.34 g Soll Total Unit Wt, pcf 120 Moderate 0.13g-0.23g Uq,.r.-tw.;onlnduco,d~boM<lor,Tcki<l'lltl1J.A.M . ....ctH.8.S..,,.1M7;E~of•~lnu.nd-o<iuti..
!BC Strono Gmd Motion 0.357 Q Hofe Diameter. In 3.75 95.25 1 Hinh <0.130 ~•~~J<>Jm.ic!~.nlcll Engl,,M,r1.,,g, Vol. 11J, Ne. 8, Pf'. -"'1~711.
I FA<..TlON.PJI ENT ACTI NINOU . ,.EM N•
Total Effective Corrections to SPT ...f.§_ Sample Sample Water ACC. To Salt Lake ,.., .. Vol. % Soil Over• Cum. Bortng Depth, N Type, Fines Type Depth, Stress, Sress, b<>roeo Energy Bore Rod Sample Total (N1)M (N1)eocs CRR1.5 CRRu r, Cause 2%ln Liq. {N1)bOCS IBC CSR Thlek., Strain, Sett., In
tt t<ell2•S!>f tt t,f tsf Press., Ratio, Ola., Length, Type, SPT liq., al 50 yr Potential tt % Sett., fn
c, c, C, c, c, Corr.
B-1 3 35 1 ,m 52 0.180 0.180 2.00 1,5 1 0.75 0.82 1.85 64.6 64.6 0.457 0.507 0.99 0.78'4 2.19 Verv Low 64.6 0.231 0.00 0.00
B-1 5 22 1 FIi! 52 0.300 0.300 1.83 1.5 .1 0.75 0.82 1.68 37.1 37.1 0.457 0.507 0.99 0.788 2.21 Verv Low 37.1 0.230 0.00 0.00
8·1 7.6 6 1 44 Fm 52 0.450 0.450 1.49 1.6 1 0.75 0.82 1.38 8.3 14,9 0.161 0.179 0.98 0.279 0.78" Low 14.9 0.229 0.00 0.00
B-1 10 12 1 Fill 62 0.600 0.600 1.29 1.6 1 0.75 0.82 1.19 14.3 14.3 0,155 0.172 0.98 0.270 0.75 Low 14.3 0.227 0.00 0.00
B•1 12.5 12 1 FIii 52 0.750 0.750 1.15 1.5 1 0.77 0,82 1.09 13.1 13.1 0.142 0.158 0.97 0.249 0.70 Low 13.1 0.226 0.00 0.00
B-1 15 6 1 46 Fl!i 52 0.900 0.900 1.05 1.5 1 0.82 0.82 1.07 6.4 12.7 0.137 0.152 0.97 0.242 0.68 Low 12.7 0.225 0,00 0.00
9·1 17.5 6 1 Fl" 52 1.050 1.050 0.98 1.5 1 0.86 0.82 1.03 6.2 6.2 0.073 0.082 0.96 0.130 0.36 Moderate 6.2 0.224 0.00 0.00
8·1 20 4 1 X ,m 52 1.200 1.200 0.91 1.5 1 0.89 0.82 1.00 4.0 9.8 0.106 0.118 0.96 0,190 0.53 Moderate 9.8 0.222 0.00 0,00
B•1 22.5 11 1 '"' 52 1.350 1.350 0.86 1.5 1 0.91 0.82 0.97 10.6 10.6 0.115 0.128 0.95 0.207 0.58 Moderate 10.e 0.221 0.00 0.00
B-1 25 10 1 FlU 52 1.500 1.500 0,82 1.5 1 0.94 0.82 0.94 9.4 9.4 0.102 0.114 0.94 0.186 0.52 Moderate 9.4 0.219 0.00 0,00
8·1 z7.5· 14 1 '"' 52 1.650 1.850 0.78 1.5 1 0.95 0.82 0.91 12,8 12.8 0.138 0.153 0.93 0.253 0.19 Low 12.8 0.812 0.00 0.00
8·1 30 9 1 38 FIii 52 1.800 1.800 0.75 1,5 1 0.95 0.82 0,68 7.9 14.5 0;156 0.174 0.92 0.290 0.22 Low 14.-5 0.802 0.00 0.00
B•1 32.5 10 1 FIii 52 1.950 1.960 0.72 1.5 1 0.96 0.82 ,0.84 8.4 9.4 0.093 0.103 0.91 0.175 0.13 Moderate 8.4 0.790 0,00 0.00
B-1 35 13 1 '"' 52. 2.100 2.100 0,69 1.S 1 0.96 0.82 0.82 10.6 10.6 0.115 0.128 0.89 0.220, 0.18 Moderate 10.6 0.778 0.00 0.00 ,,., 37.6 11 1 '"' 52 -2.250 2.250 0.87 1.S 1 0,96 0.82 0.79 8.7 8,7 0.095 0.106 0,87 0.187 0.14 Moderate 8.7 0.760 0.00 0.00
B-1 40 7 1 FlU 52 2.400 2.400 0,65 1.5 1 0.97 0.82 0.77 S.4 S.4 O.OS8 0.075 0.85 0.136 0.10 Moderate 5.4 0,741 0.00 0,00
B-1 42.5 7 1 66 FlU 52 2.550 2,550 0.63 1.5 1 0.97 0.82 0,75 52 11.3 0.122 v.136 0.83 0.252 0.19 Low 11.3 0.721 0.00 0.00
B•1 45 14 1 Fm 52 2.700 2.700 0.81 1.5 1 0.97 0.82 0.73 10.2 10.2 0.111 0.123 0,80 0.235 0,18 Low 10.2 0.700 0.00 0,00
8·1 47.5 8 1 FIii 52 2.850 2.850 0.59 1.5 1 0.98 0,82 0.71 5.7 5.7 0.070 0.077 0.78 0.153 0.11 MOO:erate S.7 0.678 0.00 0.00
El-1 so 14 1 " 52 3.000 3.000 0.58 1.S 1 0.98 0.82 0.70 9.7 9.7 0.106 0.118 0.75 0.240 0.18 Low 9.7 0.656 0.00 0,00
B-1 52.5 12 1 22 = 52 3.150 3.134 0.68 1.S 1 0.98 0.82 0.68 8.2 12.9 0.140 0.155 0.73 0.326 0.24 Low 12.9 0,637 2.50 2.10 D.e3 0.63
B-1 55 55 1 22 ,m " 3.300 3.206 0,56 1.S 1 0.99 0.82 0.68 37.3 44.7 0.457 0.507 0.70 1.078 0.80 V Low 44.7 0.630 2.50 Q10 0.03 0.65
8·1 60 57 1 5 '" 52 3.600 3.350 0.55 1.S 1 0.99 0.82 0.67 38.0 38.0 -0.457 0,507 0.66 1.102 0,82 Verv Low 38.0 0.617 2;50 .0.10 0.03 0:69
0.000 0.000 #DIV/Ol 1,5 1 0.75 1 -#DIV/01 #DIV/0! -1.00 #D!V/01 #1#1# #OIV/0! #D!V/01 #DIV/OJ 0.00 0.00
9-2 3 14 1 FIii 58.5 0.180 0.180 2.00 1,5 1 0.75 0.82 1,95 25.8 25.8 0.297 0.329 0.99 0.509 0,38 Verv Low 25.8 0,887 0,00 0.00 .. , 5 7 1 40 Fl!I 58.5 0.300 0.300 1.83 1.5 1 0,75 0.82 1.68 11.8 19.1 0.207 0.229 0.99 0.35$ 0.27 Verv Low 19.1 0.882 0,00 0.00
B-2 7.S 10 1 Fill 58.5 0.450 0.450 1.49 1.5 1 0.75 0.92 1.38 13.8 13.8 0.149 0.165 0.98 0.258 0.19 Low 13.8 0.858 0.00 0.00 •. , 10 8 1 '"' 58.6 0.600 0.800 1.29 1.6 1 0.75 0,82 1.19 9.S 9.S 0.104 ll.115 0.98 0.181 0.13 Moderate 9,5 0.853 0.00 0,00
B•2 12,5 6 1 Fm 68.5 0.750 0.750 1.15 1.S 1 0.77 0.82 1.09 s.s 5.5 0.068 0.078 0.97 0.120 0,09 HI h S.5 0.848 0.00 0.00 .. , 15 2 1 FIil 58.5 0.900 0.900 1.05 1.S 1 0.82 0.82 1.07 2.1 2.1 0.052 0.058 0.97 0.092 0.07 HIQh 2.1 0,844 0.00 0.00 .. , 17.5 2 1 100 FIii 68.6 1.050 1.050 0.98 1,5 1 0.86 -0.82 1.03 2.1 7,5 0.084 0.093 0,96 0.149 0.11 Moderate 7.5 0,839 0:00 0.00
B-2 20 7 1 "" 58.5 1.200 1.200 0.91 1.5 1 0.89 0.82 1.00 7.0 7.0 0.080 0.088 0.96 0.142 0.11 Moderate 7.0 0.833 0.00 0.00
B-2 22.5 11 1 Fil/ 58.5 1.350 1.350 0.86 1.5 1 0.91 0.82 0.97 10.6 10.6 0.115 0.128 0.95 0.207 0,15 Moderate 10.6 0.827 0.00 0.00
B-2 25 10 1 Fl" 58.5 1.500 1.500 0,82 1.S 1 0.94 0.82 0.94 9.4 9.4 0.102 0.114 0.94 0.186 0.14 Moderate 9.4 0.820 0.00 0,00
B-2 27.6 7 1 53 '"' 58,5 1.660 1.650 0,]8 1.5 1 0.95 0.82 0.91 6.4 12.7 0.137 0.152 0.93 0.251 0.19 Low 12.7 0.812 0.00 0.00
B-2 30 9 1 Fm 58.5 1.800 1.800 0.75· 1.5 1 0.95 0.82 0.68 7.9 7.9 0.088 0.097 0.92 0.162 0.12 Moderate 7.9 0.802 0.00 0.00
B-2 32.5 7 1 Fl" 58.5 1.950 1.950 0.72 1.5 1 0,96 0.82 0,84 5.9 S.9 0.071 0.079 0.91 0,134 0.10 Moderate 5.9 0.790 0.00 0.00 .. , 35 8 1 Fl:I 58.S 2.100 2.100 0.69 1.S 1 0.96 0.82 0.82 6,5 6.5 0.076 0,084 0.89 0.146 0.11 Moderate 6.S 0.776 0,00 0.00 .. , 37.5 11 1 24 FIii 58.5 2,250 2.250 0.67 1.5 1 0,96 0.82 0.79 8.7 13.8 0.149 0.168 0.87 0.293 0.22 Low 13.8 0.760 0.00 0,00
8·2 40 12 1 FIii 58.5 2.400 2.400 0.65 1.5 1 0.97 0,82 0.77 9.2 9.2 0.101 0.112 0.85 0.202 0.15 Moderate 9.2 0.741 ·0.00 0.00
8·2 42.5 12 1 FUI • 58.5 2.550 2.550 0.63 1.S 1 0:97 0.82 0.75 9.0 9.0 0.098 0.109 0.83 0.202 0.15 Modflrate 9.0 0.721 0.00 0.00
B-2 45 15 1 '"' 58.5 2.700 2.700 0.61. 1.S 1 0.97 0.82 0.73 10.9 10.9 0.118 0.131 0.80 0.252 0.19 Low 10.9 0.700 0.00 0,00
B•2 47.5 13 1 "" 58.5 2.850 2.850 0,59 1.S 1 0.98 0.82 0.71 9.3 9.3 0.101 0.112 0.78 0.221 0.17 Moderate 9,3 0.878 0.00 0.00
B-2 50 11 1 '"' 58.5 3.000 3.000 0.58 1.5 1 0.98 0.82 0.70 1.7 7.7 0.086 0.095 Q,S 0.194 0.14 Mocterate 7,7 0.656 0.00 0.00 .. , 52.5 4 1 "" 59.5 3.150 3.150 0.5' 1,5 1 0,98 0.82 a.ea 2.7 2.7 0.054 0.050 0.73 0.127 0.10 Hloh 2.7 0.634 0.00 0.00
8-2 55 6 1 Fill 58.5 3.300 3.300 0.55 1.S 1 0,99 0.82 0.67 4.0 4.0 0.060 0.066 0.70 0.145 0.11 Moderate 4.0 0.613 0.00 0.00
B-2 57.5 7 1 " 58.5 3.450 3.450 0.54 1.S 1 0.$9 0.82 0.66 4.6 4.6 0.063 0.070 0.68 0,158 0.12 Moderate 4,6 0.593 0.00 0.00 .. , 60 48 1 5 00 58.5 3.600 3.553 0.53 1.S 1 0.99 0.82 0.65 31.1 31.1 0.457 0.507 0.66 1.168 0.87 Verv Low 31.1 0.582 ,.so 0.60 0.18 0.18
B•2 65 33 1 5 00 58.5 3.900 3.697 0.52 1.S 1 1.00 0.82 0.64 21.1 21.1 0.229 0.254 0.62 0.596 0.44 Verv Low 21.1 0.572 5.00 1.30 0.78 0.96
Project No. 1040194 Salt Lake Liq. Hazard Rating Sit• !BC gro1,od mo\lQ/1 b•H<I on IBC 2003 s..F.,21312.5 Project Name Jordan Bluffs Earthquake Magnitude 7,2 Liq. ?otent!al PGA
Date 5-Jan.-05 Magltude Scaling Factor 1.11 Very Low >0.33g Uqu•r.ct1on pot•ntlal butd 011 Yolld, T, Land I. M . .c!riu, 1~~7; Pr,,e"'1In;, ofth• NCEER wo/Xthop on llq,,elactlcn
Time 11:40AM Hammer Energy R:atlo 1.5 Low 0.23g--0.33g ratlf!anco 0! 10111, TotcMlclil RopfflNCSER..07-COZI;
S0-F1 1.34 g Soll Total Unit Wt, pcf 120 Moderate 0.13g-0.23g Uqu.r.ctlon Induct-el H:tl-,,itnt bated on Tcklmltlu, A. M. aM H. a. SOid, 1987; EvlluaUon ofoontomont1I11 aand1 duo to
IBC S!ronn Gmd Motion 0.357 g Hole Diameter !n 3.75 95,25 1 Hlah <0.13a urthqtl1ko shakllli, Joum1J 0fGe<mthn!cl! En,glnnring, Vcl. 113, No. 8, pp. 881-878
1,.l1.o1UEFA...,Tl..iN POTENTIAL LI EFA loN INi:>UCED SETTLEMENT
Water Total Effective Corrections to SPT ..£§_ Sample Sample % Soll Over~ Ace, To Salt Lake Layer Vol. Boring Depth, N Type, Depth, Stress, Sress, burden Energy Bore Rod Sample Tota! (N1}et1 (N,)e~cs CRR1,5 CRRM Cause 2%ln Liq. (N1)~s l8C CSR Th!ck., Strain, Sett., In Cum. F!nes Type r, ft !•Cll2•SP'T ft tsf !sf Press., Ratio, Dia., Length, Type, SPT Liq., a~ 50yr Potentlal ft % Sett., In
c, c, c, c, c, Corr.
8-3 3 25 t 28 F,, 51 0,180 0.180 2.00 1,5 1 0.75 0.82 1.85 46.1 57.1 0.457 0,507 0.99 0.784 2.19 VeNL0W S7.1 0 . .231 0.00 0,00
B•3 5 13 1 FIi! 51 0.300 • 0.300 1.83 1.5 1 0.75 0.82 1.68 21.9 21.9 0.239 0.265 0.99 0.412 1.15 verv Low 21.9 0.230 0.00 0.00 8-3 7,5 8 1 9 fill 51 0.450 0.450 1.49 1.5 1 0.75 0.82 1.38 11.0 11.7 0.127 0,141 0.98 0.221 0.62 Moderate 11.7 0.229 0.00 0.00 8-3 10 10 1 FIB 51 0.600 0.600 1.29 1.5 1 0.75 0.82 1.19 11.9 11.9 0.129 0.143 0.98 0.225 0.63 Moderate 11,9 0.227 0.00 0.00 8-3 12.5 8 1 Fl!/ 61 0.750 0.750 1.15 1.5 1 0,77 0.82 1.09 8,8 8.8 0.096 0.106 0.97 0,168 0.47 Moderate 8.8 0.226 0,00 0.00 8·3 15 10 1 fJI! 51 0.900 0.900 1.05 1.5 1 0.82 0.82 1.07 10,7 10.7 0.115 0.128 0.97 0.203 0.57 Moderate 10.7 0.225 0.00 0,00 8-3 17.5 12 1 FIii 51 1.050 1,050 0.98 1.5 1 0,86 0.82 1.03 12.4 12.4 0.134 0.149 0.96 0.238 0.67 Low 12.4 0.224 0,00 0,00 8-3 20 12 1 1 FHI 51 1.200 1.200 0.91 1.5 1 0,89 0.82 1.00 11.9 12.2 0.132 0.146 0.96 0.235 0.66 Low 12.2 0.222 0,00 0.00 8-3 22,5 12 1 ,. 51 1.350 1.350 0.86 1.5 1 0.91 0.82 0.97 11.6 11.6 0.125 0,139 0.95 -0.225 0.63 Moderate 11.6 0.221 0.00 0.00 8-3 25 13 1 FIii 51 1.500 1.500 0.82 1,5 1 0.94 0.82 0.94 12.2 12.2 0.132 0.147 0.94 0.240 0.67 Low 12.2 0.219 0.00 0,00 8-3 27.5 14 1 Fill 51 1.650 1.650 0,78 1.5 1 0,95 0.82 0.91 12.8 12.8 0.138 0.153 0.93 0.253 0.19 Low 12.8 0,81-2 0.00 0.00 B-3 30 11 1 9 FIii 51 1.800 1.800 0.75 1.5 1 0.95 0.82 0.88 9,6 10.3 0.112 0.125 0.92 0,208 0.16 Moderate 10,3 0.802 0.00 0.00 8-3 32.5 12 1 All 51 1.950 1.950 0.72 1.5 1 0,96 0.82 0.84 10.1 10.1 0.110 -0.122 0.91 0.207 0.15 Moderate 10.1 0.790 0.00 0.00 9.3 35 10 1 All 51 2.100 2.100 0.69 1.5 1 0.96 0.82 0.82 8.2 8.2 0.090 0.100 0.89 0.173 0,13 Moderate 8.2 0.776 0.00 0.00 8-3 37,5 13 1 " 51 2,250 2.250 0.67 1.5 1 0.96 0.82 0.79 10.3 10.3 0.111 0,124 0.87 0.218 0.16 Moderate 10.3 0.760 0.00 0,00 8-3 40 11 1 71 ,1 51 2.400 2.400 0.65 1,5 1 0.97 0,82 0.77 8.4 15.1 0.164 0,182 0.85 0.328 0.25 Low 15, 1 0.741 0.00 0.00 8-3 42.5 3 1 74 ,, 51 2.550 2.550 0.63 1.5 1 0.97 0.82 0,75 2.2 7,7 0,086 0.095 0.83 0.177 0,13 Moderate 1.1 0,721 0.00 0.00 8·3 45 .. 1 " 51 2.700 2.700 0.61 1,5 1 0.97 0.82 0.73 2.9 2.9 0.055 0,061 0.80 0.117 0.09 Hlah 2.9 0.700 0.00 0.00 8-3 50 8 1 ,1 51 3.000 3.000 0.58 1,5 1 0.98 0,82 0.70 5.6 5,6 0.069 0,077 0.75 0,156 0.12 Moderate 5,6 0.656 0,00 0.00 8-3 55 56 1 5 ,, 51 3.300 3,175 0.56 1.5 1 0.99 0.82 0.68 38,1 38.1 0.457 0.507 0.70 1.067 0,80 VeN Low 38.1 0.637 4.00 0.10 0.05 0.05 8-3 60 36 1 5 " 51 3.600 3,319 0.55 1,5 1 0.99 0.82 0.67 24.1 24.1 0.269 0.299 0,66 0.643 0.48 Verv Low 24.1 0.623 4.00 1.20 0.58 0.62 0,000 0,000 #DIV/0! 1.5 1 0.75 1 --#DIV/0! #DIV/01 -1.00 #DIV/0! -#DIV/0! #DIV/01 #DIV/Cl 0.00 0.00 8-4 3 24 1 FIi! . 49 0.180 0.180 2.00 1.5 1 0.75 0.82 1.85 44.3 44.3 0.457 0.507 0.99 -0.784 0,59 Verv Low 44.3 0.867 0.00 0.00 8-4 5 28 1 Fm 49 0.300 0.300 1.83 1.5 1 0.75 0.82 1.68 47.2 47.2 0,457 0.507 0.99 0.788 0,59 Verv Low 47.2 0.862 0,00 0,00 8-4 7.5 42 1 82 All 49 0.450 0.450 1.49 1.5 1 0.75 0.82 1,38 57.8 74.3 0.457 0,507 0.98 0.792 0.59 Varv Low 74.3 0.858 0.00 0,00 8-4 10 47 1 All 49 0,600 0.600 1.29 1.5 1 0.75 0.82 1.19 56,0 56.0 0.457 0.507 0.98 0.797 0,59 Verv Low 56.0 0.853 0.00 0.00 8-4 12.5 35 1 47 FIii 49 0.750 0.750 1.15 1.5 1 0.77 0,82 1.09 38.3 51.0 0.457 0.507 0.97 0.801 0.60 Verv Low 51.0 0.848 0,00 0.00 8-4 15 35 1 Fill 49 0.900 0.900 1.05 1.5 1 0.82 0.82 1.07 37.3 37.3 0.457 0.507 0.97 0.806 0.60 V Low 37.3 0.844 0.00 0.00 8-4 17,5 35 1 All 49 1,050 1.050 0.98 1.5 1 0.86 0.82 1.03 36.2 36,2 0.457 0.507 0.96 0.810 0.60 Verv Low 36.2 0.839 0.00 0.00 8-4 20 38 1 Fill 49 1,200 1.200 0.91 1.5 1 0,89 0.82 1.00 37.8 37.8 0.457 0,507 0,96 0.815 0.61 Verv Low 37.8 0.633 0.00 0.00 8-4 22.5 71 1 FIH 49 1.350 1.350 0.86 1.5 1 0,91 0.82 0.97 68.5 68,5 0.457 0.507 0.95 0.821 0.61 Verv Low 68.5 0.827 0.00 0.00 8-4 25 18 1 FU! 49 1,500 1.500 0.82 1.5 1 0.94 0.82 0,94 16.9 16,9 0.183 0.203 0.94 0.332 0.25 Verv Low 16.9 0.820 0.00 0.00 8-4 27.5 13 1 FU! 49 1.650 1.650 0.78 1,5 1 0,95 0.82 0.91 11.8 11.8 0.128 0.142 0,93 0.235 0.18 Low 11.8 0,812 0.00 0.00 8-4 30 1' 1 12 FW 49 1.800 1.800 0.75 1.5 1 0.95 0.82 0.88 9,6 11.5 0.124 0.138 0.92 0,231 0.17 Low 11.5 0.802 0.00 0.00 8-4 32.5 11 1 FU! 49 1.950 1,950 0.72 1.5 1 0.96 0.82 0,84 9.3 9,3 0.101 0.112 0.91 0,190 0.14 Moderate 9.3 0.790 0.00 0.00 8-4 35 12 1 FIii 49 2.100 2.100 0.69 1.5 1 0.96 0.82 0,82 9.8 9.8 0,106 0.118 0,89 0.204 0.15 Moderate 9,8 0.776 0.00 0.00 8-4 37.5 12 1 FBI 49 2.250 2.250 0,67 1.5 1 0.96 0.82 0.79 9.5 9,5 0.103 0.115 0.87 0.202 0.15 Moderate 9,5 0.760. 0.00 0,00 8-4 40 11 1 FIii 49 2.400 2.400 0,65 1.5 1 0.97 0.82 0.77 8.4 8.4 0,093 0.103 0.85 0.186 0.14 Moderate 8,4 0.741 0.00 0.00 8-4 42,5 5 1 FIii 49 2.550 2.550 0.63 1.5 1 0.97 0.82 0.75 3.7 3.7 0,058 0.085 0,83 0,121 0.09 Hlah 3.7 0.721 0.00 0,00 8-4 45 3 1 79 "" 49 2.700 2.700 0.61 1.5 1 0.97 0,82 0,73 2.2 7,6 0.085 0.095 0.80 0.181 0.14 Moderate 7.6 0.700 0,00 0.00 8-4 47.5 35 1 5 e!/so 49 2.850 2.850 0.59 1.5 1 0.98 0.82 0.71 24,9 24.9 0.281 0.312 0.78 0.617 0.46 Verv Low 24.9 0.678 0.00 0,00 8-4 50 32 1 3 " 49 3,000 2.969 0.68 1,5 1 0.98 0,82 0.70 22.4 22.4 0.245 0.272 0.75 0.550 0.41 Verv Low 22.4 0.663 5.00 1.30 0.78 0,78 8-4 55 30 1 5 " 49 3,300 3,113 0.57 1.5 1 0.99 0.82 0.69 20.6 20.6 0.224 0.248" 0.70 0.512 0.38 Verv Low 20.6 0.649 3,00 1.40 0.50 1.28
Project No. 104()194 Salt LeKe liq. Hazard Ralfng Sllal6Cground motlMblM<:lon 1ac 2003 !-.F~IS Project Name Jordan Bluffs Earthquake Magnitude 1.2 Liq. Potential PGA
Date 5-Jan-o5 Magituda Scaling Factor 1.11 Very Low >0.33g l..iqum<:ljon pcta,'ltilli...d on Yoo.ad, T. L find I. M. Id/tu, 1~7; ~ofh NCEER~cn~
Tfme 8:50AM Hammer Energy Ratlo 1.5 Low 0.23g-0.33g rM-ofooh, TfC:hnlcal Roi»r. NCEllR.Q"T.«122
S.,F. 1.34 g Soi! Tot.al Unit Wt, pcf 120 Moderate 0.13g-0.23g ~ ~ Nt&-nontbsMd on Toklrnrtau, A. M. ll">d H. 8. s..d. 1W: E'41111':ion ofw.!kmtr.tl 1-1 aand•duo I<>
!BC Stron" Gmd Motion 0.357 g Hole Diameter ln 3.75 95.25 1 Hloh <0.130 nnllquok• ~. Joumtl of Gw..c-!lnlctl ~. Vd. 113, No. ~. 1'!>-~-$76
LI EFA NPvT NTl1-1L ~IQU JNDU s. NT
Total Effective Corrections to SPT ,_E§_ Sample Sample % Soi! Water Over-Acc. To Salt I.aka I.ayer Yo!. Bodng Depth, N Type, Fines Type Depth, Stress, Sress, b1.1rden Energy Bore Rod sample Tota! {Ni)w {N1)eocs CRR1.s CRR1.1 ,, Ca1.1sa 2%In Liq. {N1ltces !BC CSR Th!ck., strain, Sett., In Cum.
ft 1-<=112-Sl'T • "' "' Press., Ratio, Ola., Lenglh, Type, SPT Liq., 8.1,, 50yr Pot8!'1tla! ft % Sett., in
c, c, c, c, c, corr. ~
B-1 3 35 1 fill 52 0.180 0.180 2.00 1.5 1 0.75 0.82 1.85 64.6 64.6 0.457 0.507 0,99 0.784 2.19 VeNLOW 64.6 0.231 0.00 0.00
B-1 5 22 1 FlH 52 0.300 0.300 1.83 1.5 1 0.75 0.82 1.68 37.1 37.1 0.457 0,507 0.99 0.788 2.21 VfJNLOW 37.1 0.230 0.00 0.00
B-1 1.5 8 1 44 Flo 52 0.450 0.450 1.49 1.5 1 0.75 0.82 1.38 8.3 14.9 0.181 0.179 0.98 0.279 0,78 Low 14.9 0.229 0.00 0.00
B-1 10 12 1 Fill 52 0.600 0.600 1.2S 1.5 1 0.75 0.82 1.19 14.3 14.3 0.155 0.172 0.98 0.210 0.75 Low 1-4.3 0.227 0.00 0.00
B-1 12.5 12 1 Flit 52 0.750 0.750 1.15 1.5 1 0.77 0.82 1.09 13.1 13.1 0:142 0.158 0.97 0.249 0.70 Low 13.1 0.226 0.00 0.00
B-1 15 6 1 46 Fm 52 0.900 0.900 1.05 1.5 1 0.82 0,82 1.07 6.4 12.7 0.137 0.152 0.97 0.242 0.68 I.ow 12.-7 0.225 2.00. 2.10 0.50 0.50
B-1 17.5 6 1 Fl" 52 1.050 1.050 0.98 1.5 1 0,86 0.82 1.03 6,2 6.2 0.073 0.082 0.96 0.130 0.'6 Moderate 6.2 0.224 2.50 3.20 0.96 1.46
B-1 20 4 1 ' Fl" 52 1.200 1.200 0.91 1,5 1 0.89 0.82 1.00 4.0 9.8 0.106 0.118 0.96 0.190 0.53 Moderate 9.8 0.222 2.50 2.40 0.12 2.18 8-1 22.5 11 1 Fl" 52 1.350 1.350 0.86 1.5 1 0.91 0,82 0.97 10.6 10.6 0.115 0:128 0.95 0.207 0.58 Moderate 10.6 0.221 0.00 2.18
B-1 25 10 1 "' 52 1.500 1,500 0.82 1.5 1 0.94 0.82 0.94 9.4 9.4 0.102 0.114 0.94 0.186 0.52 Moderate 9.4 0.219 0.00 2.18 8·1 27.5 14 1 '"' 52 1.650 1.650 0.78 1:5 1 0.95 0.82 0.91 12.8 12.8 0.138 0.153 0.93 0.253 0.19 Low 12.8 0.812 0.00 2.18
•-1 ,0 • 1 38 Fru 52 1.800 1.800 0.75 1.5 1 0.96 0.82 . 0,88 7.9 14.5 0.156 0.174 0;92 0.290 0.22 Low 14.5 0.802 0.00 2.18 8-1 32.5 10 1 '"' 52 1.950 1.950 0.72 1.5 1 0.96 o.a2 0.64 8.4 8.4 0.093 0.103 0.91 0.175 0.13 MOder8te &.4 0.790 0.00 2.18 B-1 35 13 1 Fm 52 2,100 2.100 0.69 1.5 1 0.96 0.82 0.82 10.6 10.6 0.115 0.128 0.89 0.220 0.16 Moderate 10.6 0.776 0.00 2.18 B•1 37.5 11 1 Fl!l 52 2.250 2.250 0.67 1.5 1 0.96 0.82 0.79 8.7 8.1 0.095 0.108 0.87 0.187 0.14 Moderate 8.1 0.760 0.00 2.18 8-1 40 1 1 'AU 52 2.400 2.400 0.65 1.5 1 0,97 0.82 0.77 5.4 5.4 0.068 0.075 0.85 0.136 0.10 Moderate 5.4 0.741 0.00 2.18 8-1 42.5. 1 1 66 " 52 2.550 2.550 0.63 1.5 1 0.97 0.82 0.75 5.2 11.3 0.122 0.136 0.83 0.252 0.19 Low 11.3 0.721 0,00 2.18 B-1 45 14 1 FIii 52 2.700 2.700 0.81 1,5 1 0.97 0.82 0.73 10.2 10.2 0.111 0.123 0.80 0.235 0.18 Low 10.2 0.700 0.00 2.18 8-1 47.5 8 1 Fl! 52 2.850 2.850 0.59 1.5 1 0,98 0.82 0.71 5.1 5.1 0.070 0.077 0.78 0.153 0.11 Moderate 5.7 0.678 0.00 2.18 B-1 50 14 1 • 52 3.000 3.000 0.58 1.5 1 0,98 0.82 0.70 9.1 9.7 0.106 0.118 0.75 0.240 0.'18 Low 9,7 0.656 0.00 2.18 8-1 52.5 12 1 22 ~ 52 3.150 3.134 0.56 1,5 1 0.98 0.82 0.68 8.2 12.9 0.140 0.155 0.73 0.326 0.24 Low 12.9 0.637 2.50 2.10 0.63 2.81 B-1 55 55 1 22 = 52 3.300 3.206 0.56 1.5 1 0.99 0.82 0.68 37.3 44.7 0.457 0.507 0.70 1,078 0.80 VeNLOW 44.1 0.630 2.50 0.1-0 0.03 2.84 8-1 60 51 1 5 " 52 3.600 3.350 0.55 1.5 1 0.99 0.82 0.67 38.0· 38.0 0.457 0.507 0.65 1.102 0.82 Vervlow 38.0 0.817 2.50 0.10 0.03 2.87 0.000 0.000 #DN/0! 1.5 1 0.75 1 #OlV/0I #DlV/0I -1.00 #DIY/0! -#DIV/0I #DJV/0! #DfV/0! 0.00 0.00 B-2 3 14 1 FIi! 58.5 0,180 0.180 2.00 1.5 1 0.75 0.82 1.85 25.8 25.8 0.297 0.329 0.99 0.509 0.38 V Low 25.8 0.867 0.00 0.00 B-2 .5 1 1 40 Fl" 58.5 0.300 0.300 1.83 1.5 1 0.75 0.82 1.68 11.8 19.1 0.207 0.229 0.99 0.356 0.27 Verv Low 19.1 0.862 0.00 0.00 8·2 1.5 10 1 fl!I 58.5 0.450 0.450 1.49 1.5 1 0,75 0.82 1.38 13,8 13.8 0.149 0.185 0.98 0.258 0.19 Low 13.8 0.858 0.00 0,00 B-2 10 8 1 "" 58,5 0,600 o.eoo 1.29 1.5 1 0.75 0.82 • 1.19 9.5 9.5 0.104 0.115 0.98 0.181 0.13 Moderate 9.5 0,853 ~50 2.50 0.75 0.75 B-2 12.5 5 1 Fill 58.5 0.750 0.750 1.15 1.5 1 0.77 0.82 1.09 5.5 5.5 0.068 0.078 0.97 0.120 0.09 Hlah 5.5 0.645 0,00 0.75 B-2 15 2 1 "' 58.5 '0.900 0.900 1.05 1,5 1 0.82 0.82 1.07 2.1 2.1 0,052 0.058 0.97 0.092 0.07 Hlah 2.1 0.844 0.00 0.75 B-2 17.5 2 1 100 FIii 58.5 1.050 1.050 0.98 1.5 1 0.6' 0.82 1.03 2.1 1.5 0.084 0.093 0.96 0.149 0.11 Moderate 1.5 0.839 0.00 0.75 8-2 20 1 1 FIii 58.5 1.200 1.200 0.91 1.5 1 0.89' 0.82 1.00 7.0 7.0 0.080 0.088 0.96 0.142 0.11 Moderate 7.0 0.833 0.00 0.75 8-2 22.5 11 1 Fill 58.5 1.350 1.350 0,86 1.5 1 0.91 0.82 0.97 10.6 10.6 0.115 0.128 0.95 0.207 0.15 Moderate 10.6 0.827 0.00 0.75 B-2 25 10 1 FIU 58.5 1.500 1.500 0.82 1.5 1 0,94 0.82 0.94 9.4 9.4 0.102 0.114 0.94 0.186 0.14 Moderate 9.4 0.820 0.00 0.75 B-2 27-.5 1 1 53 Fill 58.5 1.650 1.650 0.78 1.5 1 0.95 0.82 0.91 6.4 12.7 0,137 0.152 0.93 0.251 0.19 Low 12.7 0.812 0.00 0.75 B-2 30 9 1 RH 58.5 1.800 1.800 0.75 1.5 1 0.95 0.82 0.88 7.9 1.9 0.088 0.097 0.92 0.162 0.12 Moderate 7.9 0.802 0.00 0.75 8-2 32.5 1 1 Flll 58.5 1.950 1.950 0.72 1.5 1 0.96 0.82 0.64 5.9 5.9 0.071 0.079 0,91 0.134 0.10 Moderate 5.9 0.790 0.00 0.75 8-2 35 8 1 '"' 58,5 2.100 2.100 0,69 1.5 1 0.96 0.82 0,82 6.5 6.5 0.078 0,084 0.89 0.146 0.11 Moderate 6.5 0.776 0.00 0.75 8-2 37.5 11 1 24 FlH 58.5 2.250 2.250 0.67 1.5 1 0.96 0.82 0.79 8.7 13.8 0.149 0.166 0.87 0.293 0.22 Low 13.8 0.760 0.00 0.75 8-2 40 12 1 FIil 58.5 2.400 2.400 0.65 1.5 1 0.97 0.82 0.77 9.2 9.2 0.101 0.112 0.85 0.202 0,15 Moderate 9.2 0.741 0.00 0.75 B-2 42.5 12 1 FIii 58.5 2.550 2.550 0.63 1.5 1 0.97 0.82 0.75 9.0 9.0 0.098 0.109 0.83 0.202 0.15 Moderate 9.0 0.721 0.00 0.75 B-2 45 15 1 Fill 58,5 2.700 2.700 0.61 1.5 1 0.97 0.82 0,73 10.9 10.9 0.118 0,131 0.80 0.252 0.19 Low 10.9 0.700 0.00 0.75 8-2 47.5 13 1 Fill 58.5 2.850 2.850 0.59 1.5 1 0.98 0.82 0.71 9.3 9.3 0.101 O.H2 0.78 0:2.21 0.17 Moderate 9.3 0.878 0.00 0.75 B-2 50 11 1 Fill 58.5 3.000 3.000 0.58 1.5 1 0.98 0.82 0.10 1.1 1.7 0.086 0.095 0.75 0.194 0.14 Moderat& 1.1 0.656 2.50 2.50 0.78 1.53 8-2 52.5 4 1 FIii 58.5 3.150 3.150 0.56 1.5 1 0.98 0.82 0.68 2.1 2.7 0.064 0,080 0.73 0.127 0.10 Hlah 2.7 0.834 0.00 1.53 B-2 55 6 1 f/lJ 58.5 3.300 3.300 0.55 1.5 1 0.99 0.82 0.67 4.0 4.0 0.060 0.1166 0.70 0.145 0.11 Moderate 4.0 0,613 0.00 1.53 B-2 57.5 1 1 • 58.5 3.450 3.450 0.54 1.5 1 0.99 0.82 0.66 4.6 4.6 0.063 0.070 0.68 0.158 0.12 Moderate 4.6 0,593 0.00 1.53 8-2 60 48 1 6 " 58.5 3.800 3.553 0.53 1.5 1 0.99 0.82 0.85 31.1 31.1 0.457 0.507 0.66 1.188 0.87 Ver.1LOVJ 31.1 0.582 2.50 0.80 0.18 1.71 B-2 65 33 1 5 " 58.6 3.900 3.697 0.52 1.5 1 1.00 0.82 0.64 21.1 21.1 0.229 0.254 0.62 0.596 0.44 Verv Low 21.1 0.572 5.00 1.30 0.78 2.49
2-
Project No. 1040194 Salt Lake Liq. Hazard Ratlng Sitt IBC $found motic>n Nud en !BC2003 s..F.,21312.~
Project Name Jordan Bluffs Earthquake Magnitude 7.2 Liq. Potential PGA
Date 5-Jan-05 Mag!tude Scaling Factor 1.11 Very Low >0.33g Uqufflctm\ potential l>llllld en Youd, T. L 1nd I. M. ldritl, 1;;7; F>rocHdlngg oftns NCEER \'l,'Qrklhop 0/l llqu•r•o:t!on
Tlme 11:41 AM Hammer Energy Ratio 1.5 Low 0,23g-0.33g '"fat•n«oftolt., T~nlCIII R~rt NCEER-C7-oo22
S1,F1 1.34 g So!l Total Unit Wt, pct' 120 Moderate 0.13g-0.23g Uqu.i,~cn Ind~ •etU•mW W.lod en Toldmit,u, A M. 1nd H. 8. Seed, 1af!7; Eva!UIM/\ 01 -~l•m•nts In Hr\dl d1>elo
!BC Strano Gmd Motion 0.357 a Hole Diameter. In 3.75 95.25 1 Hlah <0,13A nrth<l,U•U 1hulng, Journal ofo.otoclm!C11l E.rlglnt-.lng, Vol. 113, No. e, pp. &~1-878
LIQUEFACTION POTENTIAL L e I N INDuCEO SE 1 1 LEMEN 1
Total Effective Corrections toSPT ...& Sample Sample % Soll Water Over-Acc. To Saft Lake Layer Vol.
Boring Depth, N Type, Fines Type Depth, Streos, Sress, burden energy Bore Rod Sample Total (N1)ao (N1)aocs CRRa CRRM Cause 2%1n Liq, (N1)eocs l8CCSR Thick., Strain, Sett., !n Cum. r, ft 1•Cot2•$PT ft tsf tsf Presa., Ratlo, D!a., Length, Type, SPT Liq., a .. 50yr Potent!a! ft % Sett., In
C. c, c, c, c, Corr.
8-3 3 25 1 28 FIi! 51 0.180 0.18:0 2.00 1.5 1 0.75 0.82 1.85 46.1 57.1 0.457 0.507 0.99 .0.784 2.19 Verv LOW 57.1 0.231 0.00 0.00
8-3 5 13 1 FJI! 51 0.300 0.300 1,83 1.5 1 0.75 0.82 1.68 21.9 21.9 0.239 0.265 0.99 0.412 1.15 Verv Low 21.9 0.230 -0,00 0.00
8-3 7.5 8 1 9 Flll 51 0.450 0.450 1.49 1.5 1 0.75 0,82 1.38 11.0 11.7 0.127 0.141 0.98 0.221 0.62 Moderate 11.7 0.229 0.00 0.00
8-3 10 10 1 F!fl 51 0.600 0.600 1.29 1.5 1 0,75 0.82 1.19 11.9 11.9 0.129 0.143 0.98 0.225 0.63 Moderate 11.9 0.227 0.00 0.00
8-3 12.5 8 1 Flll 51 0.750 0,750 1.15 1.5 1 0.77 0,82 1.09 8,8 8,8 0.096 0,106 0,97 0.168 0.47 Moderate 8,8 0.226 0.00 0.00
8-3 15 10 1 Flll 51 0.900 0.900 1.05 1.5 1 0.82 0.82 1.07 10.7 10.7 0.115 0.128 0.97 0.203 0.57 Moderate 10.7 0.225 0.00 0.00
8-3 17.S 12 1 FIii 51 1,050 1.050 0.98 1.5 1 0.86 0.82 1.03 12.4 12.4 0.134 0.149 0.96 0.238 0.67 Low 12.4 0.224 0.00 0.00
8-3 20 12 1 7 FIii 51 1.200 1.200 0.91 1.5 1 0.89 0.82 1.00 11.9 12.2 0.132 0.146 0.96 0.235 0.66 Low 12.2 0.222 0.00 0.00
8-3 22.5 12 1 Flll 51 1.350 1.350 0.86 1.5 1 0.91 0.82 0,97 11.6 11.6 0.125 0.139 0.95 0.225 0.63 Moderate 11.6 0.221 0,00 0.00
8-3 25 .13 1 FIii 51 1.500 1.500 0.82 1.5 1 0.94 0.82 0,94 12.2 12.2 0.132 0.147 0.94 0.240 0.67 Low 12.2 0.219 0.00 0.00
8-3 27.5 14 1 FIii 51 1.650 1.650 0.78 1.5 1 0.95 0.82 0.91 12.8 12.8 0.138 0.153 0.93 0,253 0.19 Low 12.8 0.812 0.00 0.00
8-3 30 11 1 9 FIJI 51 1.800 1,800 0.75 1.5 1 0.95 0.82 0.88 9,6 10.3 0.112 0.125 0.92 0.208 0.16 Moderate 10.3 0.802 0.00 0.00
8-3 32,5 12 1 FIii 51 1.950 1.950 0.72 1.5 1 0.96 0,82 0.84 10.1 10.1 0.110 0.122 0,91 0.207 0.15 Moderate 10.1 0,790 0,00 0.00
8-3 35 10 1 FIi! 51 2.100 2.100 0.69 1.5 1 0.96 0.82 0.82 82 8.2 0.090 0.100 0.89 0.173 0.13 Moderate 8.2 0,776 0,00 0.00
8-3 37,5 13 1 " 51 2.250 2.250 0.67 1.5 1 0.96 0,82 0.79 10.3 10,3 0.111 0.124 0.87 0.218 0.16 Moderate 10.3 0.760 0.00 0.00
8-3 40 11 1 71 " 51 2.400 2.400 0.65 1.5 1 0.97 0.82 0.77 8.4 15.1 0.164 0.182 0.85 0.328 0.25 Low 15.1 0.741 0.00 0.00
B-3 42.5 3 1 74 " 51 2.550 2.550 0,63 1.5 1 0.97 0.82 0.75 2.2 7.7 0.086 0.095 0.83 0.177 0.13 Moderate 7.7 0.721 0.00 0.00
8-3 45 4 1 " 51 2.700 2.700 0.61 1.5 1 0.97 0.82 0.73 2.9 2.9 0.055 0.061 0.80 0.117 o.oe Hloh 2.9 0.700 0.00 0,00
8-3 50 8 1 ,, 51 3,000 3.000 0.58 1.5 1 0.98 0.82 0.70 5.6 5.6 0.069 0.077 0.75 0.156 0.12 Moderate 5.6 0.656 0.00 0.00
8-3 55 56 1 5 " 51 3.300 3.175 0.56 1,5 1 0.99 0.82 0.68 38.1 38.1 0.457 0.507 0.70 1.067 0.80 Verv LOW 38.1 0.637 4.00 0.10 0.05 0.05
8-3 60 36 1 5 ., 51 3.600' 3.319 0.55 1.5 1 0.99 0.82 0.67 24.1 24.1 0.269 0.299 0.66 0.643 0.48 Very Low 24.1 0.623 4.00 1.20 0.58 0.62
0.000 0.000 #DIV/Cl 1,5 1 0.75 1 --#DlV/01 #DlV/0! -1.00 #DIV/Cl -#DIV/DI #DIV/01 #OIV/0! 0.00 0.00
8-4 3 24 1 FIil 49 0.180 0.180 2.00 1.5 1 0.75 0.82 1.85 44,3 44.3 0.457 0.507 0.99 0.784 0.59 Verv Low 44.3 0.867 0.00 0,00
8-4 5 28 1 Flll 49 0,300 0.300 1.83 1.5 1 0.75 0.82 1.68 47.2 47.2 0.457 0.507 0.99 0,788 0.59 Verv Low 47.2 0.862 0.00 0.00
8-4 7.5 42 1 62 FIii 49 0.450 0.450 1.49 1.5 1 0.75 0.82 1.38 57.8 74,3 0.457 0.507 0.98 0.792 0.59 Verv Low 74.3 0.858 0.00 0.00
8-4 10 47 1 Fill 49 0.600 0.600 1.29 1.5 1 0.75 0.82 1.19 56.0 56.0 0.457 0.507 0.98 0.797 0.59 Verv Low 56.0 0.853 0.00 0.00
8-4 12.5 35 1 47 FIii 49 0.750 0.750 1.15 1.5 1 0.77 0.82 1.09 38.3 51.0 0.457 0.507 0.97 0.801 0,60 Verv Low 51.0 0.848 2.50 0.10 0.03 0.03
8-4 15 35 1 FIii 49 0.900 0.900 1.05 1.5 1 0.82 0.82 1.07 37.3 37.3 0.457 0.507 0.97 0.806 0.60 Verv Low 37.3 0.844 0.00 0.03
8-4 17,5 35 1 FIi! 49 1.050 1.050 0.98 1.5 1 0.86 0.82 1.03 36.2 36.2 0.457 0,507 0.96 0.810 0.60 Verv Low 36.2 0.839 0.00 0.03
8-4 20 38 1 Fill 49 1.200 1.200 0.91 1.5 1 0.89 0.82 1.00 37.8 37.8 0.457 0.507 0.96 0.815 0.61 Verv Low 37.8 0.833 0.00 0.03
8-4 22.5 71 1 Fill 49 1.350 1.350 0.86 1.5 1 0.91 0.82 0.97 68.5 68,5 0.457 0.507 0.95 0.821 0.61 Verv Low 68.5 0.827 0.00 0.03
8-4 25 18 1 Fill 49 1.500 1.500 0.82 1,5 1 0.94 0.82 0.94 16.9 16,9 0.183 0.203 0.94 0,332 0.25 V Low 16.9 0.820 0.00 0.03
8-4 27.5 13 1 FIii 49 1.650 1.650 0.78 1.5 1 0.95 0.82 0,91 11.8 11.8 0.128 0.142 0.93 0.235 0.18 Low 11.8 0.812 0.00 0.03
8-4 30 11 1 12 Fill 49 1.800 1.800 0.75 1.5 1 0.95 0.82 0.88 9.6 11.5 0.124 0.138 0.92 0.231 0.17 Low 11.5 0.802 0.00 0.03
8-4 32.5 11 1 FHI 49 1.950 1.950 0.72 1.5 1 0.96 0.82 0.84 9.3 9.3 0.101 0.112 0.91 0.190 0.14 Moderate 9.3 0.790 0.00 0.03
8-4 35 12 1 FIii 49 2.100 2.100 0.69 1.5 1 0.96 0.82 0.82 9.8 9.8 0,106 0.118 0,89 0.204 0.15 Moderate 9.8 0.776 0.00 0.03
8-4 37.5 12 1 FIii 49 2.250 2.250 0.67 1.5 1 0.96 0.82 0.79 9.5 9.5 0.103 0.115 0.87 0.202 0.15 Moderate 9.5 0.760 0.00 0.03
B-4 40 11 1 FIii 49 2.400 2.400 0.65 1.5 1 0,97 0.82 0.77 8.4 8.4 0.093 0,103 0.85 0.186 0.14 Moderate 8.4 0.741 0.00 0.03
8-4 42.5 5 1 Fill 49 2.550 2.550 0.63 1.5 1 0.97 0.82 0.75 3.7 3.7 0.058 0.065 0.83 0.121 0.09 H!oh 3.7 0.721 0.00 0.03
8-4 45 3 1 79 FIii 49 2.700 2.700 0.61 1.5 1 0.97 0.82 0.73 2.2 7.6 0.085 0.095 0.80 0.181 0.14 Moderate 7.6 0.700 0.00 0,03
8-4 47.5 35 1 5 cl/sp 49 2.850 2.850 0.59 1,5 1 0.98 0.82 0.71 24.9 24.9 0.281 0.312 0.78 0.617 0.46 Verv Low 24.9 0.678 0.00 0.03
8-4 50 32 1 3 " 49 3.000 2.969 0.58 1.5 1 0.98 0.82 0.70 22.4 22.4 0.245 0.272 0.75 0.550 0.41 Verv Low 22.4 0.663 5.00 1.30 0.78 0.81
8-4 55 30 1 5 " 49 3.300 3.113 0.57 1.5 1 0.99 0.82 0.69 20.6 20.6 0.224 0.248 0.70 0.512 0.38 Verv Low 20.6 0.649 3.00 1.40 0.50 1.31
Project No. 1040194 Salt t..ake Liq. Hazard Rat!ng Sbl8Cgr-.d~i.Md~!ec:2003s..F.,.2M.ti
Project Name Jordan-Bluffs Earthquake Magnl!1.lde 7.2 Liq. Potential POA
Date 5-Jan-05 Magilude Scaling Factor 1.11 Very LOW >0.33g ~ ~i.Mdon YC\ld, T. L Ir.di. M. ldnH, 1997: ~ afll>o NCE'ER WC!'bhopon~ nm, 11:49AM Hammar Energy RatlO 1.5 low 0~3Q-0.33g m.>ttlnotcho1J1, Tll'i1r.lot! RIPOltNCEER.fl-oo:22
S,,Fi 1.34 g Sou Total Unit wt, pcf 120 Moderate 0.13g..(l.23g ~~Mttltmtntbtw:!on Toklrrct!lu, A. M.and H, It Seod, 1887; El'l!:ll&:lc!•~ln~du.!c.
!BC Strono Gmd Motion 0.357 o Hole Diameter. In 3.75 95.25 1 Htoh <0.130 ~-~~cf(l:-E~,Voi.113,No.8,pp,9&1.a18
LI F NP Tl CT "ND s M
Total Effective Corrections to SPT ....E§. Sample Sample % SoV Water Over-Acc. To Salt Lake Layer Vo!. Boring Depth, N Type, Flnes Type Depth, Stress, Srass, burden Energy Bora Rod Sample Total (Nt)eo (N1>eocs CRR1.e; CRRM ,. Cause 2%In Liq. (N1)ooca !BC CSR Thick., Str:a!n, Sett., !n Cum.
ft loCa/lo.SIIT ft "' "' Prass., Ratio, Dia., Length, Type, SPT Llq.,9i. 50" Potential ft % Sett., In
c, Ci c, c, c, Corr.
B-1 3 3' 1 ,r, 47 0.180 0.180 2.00 1.5 1 0.75 0.82 1.85 64.8 64.6 0.457 0.507 0.99 0.784 2.19 Verv Low 84.6 0.231 o.oo 0.00
B-1 5 22 1 FIii 47 0.300 0,300 1.83 1.5 1 0.75 0.82 1.88 37.1 37.1 • 0.457 0.507 0,99 0.788 2.21 Verv Low 37.1 0.230 0.00 0.00
B-1 7.5 8 1 44 Fill 47 0.450 0.450 1.49 1.5 1 0.75 0.82 1.38 8.3 14:9 0.161 0.179 0.98 0.279 0.78 Low 14.9 0.229 0.00 0.00
B-1 10 12 1 All 47 0.600 0.600 1.29 1.5 1 0.75 0.82 1.19 14,3 14.3 0.155 0.172 0.98 0.270 0.75 Low 14.3 0.227 0.00 0.00
B-1 12.5 12 1 "" 47 0.750 0.750 1.15 1.5 1 0.77 0.82 1.09 13.1 13.1 0.142 0.158 0.97 0.249 0.70 Low 13.1 0.226 0.00 0.00
8-1 15 8 1 46 FIii 47 0.900 0.900 1.05 1.5 1 0.82 0.82 1.07 6.4 12,7 0.137 0.152 0.97 0.242 0.68 Low 12.7 0.225 0.00 0.00
B-1 17.5 6 1 Flll 47 1.050 1.050 0.98 1.5 1 0.96 0.82 1.03 8.2 6.2 0.073 0.082 0.96 0.430 0.36 Moderate 82 0.=4 0.00 0.00
B-1 20 4 1 X Fl[[ 47 1.200 1.200 0.91 1.5 1 0.89 0.82 1.00 4.0 9.8 0.106 0.118 0.96 0.190 0.53 Moderate. 9.8 0.222 0.00 0.00
B-1 22.5 11 1 All 47 1.350 1.350 0.86 1.5 1 0.91 0.82 0.97 10.6 10.8 0.115 0.128 0.95 0.207 -0.58 Moderate 10.8 0.221 0.00 0.00
B-1 25 10 1 ,ar 47 1.500 1.500 0.8.:: 1.5 1 0.94 0.82 0.94 9.4 9.4· 0.102 0.114 0.94 0.186 0.52 MOderate 9.4 0.219 0.00 0:00
B-1 27.5 14 1 Fm 47 1.650 1.650 0.78 1.5 1 0.95 0.82 0.91 12.8 12.8 0.138 0.153 0,93 0.253 0.19 Low 12.8 0.812 0.00 0.00
B-1 30 9 1 38 FIii 47 1.800 1.800 0.75 1.5 1 0.95 0.82 0.88 7.9 14.5 0.158 O.t74 0.92 0.290 0.22 Low 14.5 0:802 0.00 0.00
B-1 32.5 10 1 FIii 47 1.950 1.950 0.72 1.5 1 0.96 0.82 0,84 8.4 6.4 0.093 0.103 0,91 0.175 0,13 Moderate 8.4 0.790 0.00 0.00
B-1 35 13 1 All ., 2.100 2.100 0.69 1.5 1 0.96 0.82 0.82 10.8 10.8 0.115 0.128 0,89 0.220 0.16 Moderat& 10.6 0.778 0.00 0.00
B-1 37.5 11 1 AO 47 2.250 2.250 0.67 1.5 1 0.96 0.82 0.79 8.7 8.7 0.095 0.106 0.87 0.187 0.14 Moderate 8.7 0.780 0.00 0,00
B-1 40 7 1 FIil 47 2.400 2.400 0.65 1.5 1 0.97 0.82 0.77 5.4 5.4 0.088 0:075 0.85 0.136-0.10 Moderata 5.4 0.741 o.oo 0.00
s-1 42.5 7 1 66 Fm 47 2550 2.550 0.63 1.5 1 0.97 0.82 0.75 52 11.3 0.122 0.138 0.83 0.252 0.19 Low 11.3 0.721 0.00 0.00
8-1 45 14-1 A, 47 2.700 2.700 0.61 1.5 1 0.97 0.82 0.73 10.2 10.2 0.111 0.123 0.80 0.235 0.18 Low 10.2 0.700 0.00 0.00
B-1 47.5 8 1 All 47 2.850 2.834 0.59 1.5 1 0,98 0.82 0.71 5.7 5.7 0.070 0.078 0.78 0.153 0.11 Moderate 5.7 0.662 2.00 3.40 0,82 0.82
B-1 50 14 1 ci 47 3.000 2.908 0.59 1.5 1 0.98 0.82 0.71 9.9 9.9 0.108 0.119 0.75 0.238 0.18 Low 9.9 0.877 0.00 0.82
B-1 52.5 12 1 >2 om 47 3.150 2.978 0.58 1.5 1 0.98 0-.82 0.70 8.4 13.1 0.142 0.158 0,73 0.315 0.24 Low 13,1 0.870 2.50 2.10 0.83 1.45
B-1 55 55 1 22 ~ 47 3,300 3,050 0.57 1.5 1 0.99 0.82 0.69 382 45.7 0.457 0.507 0,70 1,025 0.77 VeN Low 45.7 0.663 2.50 0.10 0.03 1.48
S-1 eo 57 1 5 '° 47 3.600 3,194 0.56 1.5 1 0.99 0.82 0.68 38.9 "·' 0.457 0.507 0.86 1,050 0,78 Verv Low 38.9 0.847 2.5-0 0.10 0,03 1.51
0.000 0.000 #DIVil ! 1.5 1 0.75 1 -#DJV/0I #O!V/0I -1.00 #DIV/0! -#O!V/0I #DIV/OJ "#OIV/0I 0.00 0.00
B-2 3 14 1 FIil 53,5 ·o.1eo 0.180 2.00 1.5 1 0.75 0.82 1.85 25.8 25.8 0.297 0.329 0.99 0.509 0.38 Verv Low 25.8 0.867 0.00 0.00
B-2 5 7 1 40 Fill 53.5 0.300 0.300 1.83 1.5 1 0.75 0.82 1~8 11.8 19.1 0.207 0.229 0.99 0.356 0.27 Ve,,, Low 19.1 0.882 0.00 0.00
B-2 7.5 10 1 FIii 53.5 0.450 0.450 1.49 1.5 1 0.75 0.82 1.38 13.8 13.8 0.149 0.185 0.98 0.258 0.19 Low 13.8 0.858 0.00 0.00
B-2 10 s 1 FIii 53.5 0.800 0,600 1-.29 1.5 1 0.75 0.82 1.19 9.5 9.6 0.104 0.115 0.98 0.181 0.13 Moderate 9.5 0.853 0,00 0.00
B-2 12.5 5 1 FIii 53.5 0.750 0.750 1.15 1.5 1 0.77 0,82 1.09 5.5 5.5 o.oe8 0.o76 0.97 0.120 0.09 Hloh s.s 0.848 0.00 0.00
B-2 15 2 1 Fill 53.5 0,900 0,900 1.05 1.5 1 0.82 0.82 1.07 2.1 2.1 0.052 0.058 0.97 0,092 0.07 Hlah 2.1 0.844 0.-00 0.00
B-2 17.5 2 1 100 Fill 53.6 1.050 1,050 0,98 1.5 1 0.86 0.82 1,03 2.1 7.5 0.084 0.093 0.96 0.149 0.11 Moderate 7.5 0.839 0,00 0.00
B-2 20 7 1 Fm 53.5 1.200 1.200 0.91 1.5 1 0.89 0.82 1.00 7.0 7.0 0.080 0.088 0.96 0.142 0.11 Moderate 7.0 0,833 0.00 -0.00
B-2 22.5 11 1 Flll 53.5 1.350 1.350 0.86 1.5 1 0.91 0.82 0.97 10.6 10.6 0.115 0.128 0.95 0.207 0.15 Moderate 10.6 0,827 0.00 0.00
8°2 " 10 1 FIil 53.5 1.500 1.500 0.82 1.5 1 0.94 0.82 0.94 9.4 ~9.4 0.102 0.114 0.94 0.186 0.14 Moderate 9.4 0.820 0,00 0.00
B-2 27.5 7 1 53 '"' 53.5 1,650 1.650 0,78 1.5 1 0.95 0.82 O.\n 6.4 12.7 0.137 0.152 0.93 0.251 0.19 Low 12.7 0.812 0,00 0.00
8-2 30 ' 1 Fill 53.S 1.800 • 1,800 0.75 1.5 1 0.95 0.82 0.88 7.9 7.9 0.088 0.097 0.92 0.162 0.12 MOderate 7.9 0,802 0,00 0.00
B-2 32.5 7 1 FUl 53.5 1.950 1.950 0.72 1.5 1 0.9e 0.82 0.84 5.9 5.9 0.071 0.079 0.91 0.134 0.10 Moderate 5.9 0.790 0.00 0,00
B-2 35 s 1 ,m 53.5 2.100 2.100 0.69 1.5 1 0.96 0.82 0.82 6.5 8.5 O.D78 0,084 0.89 0.146 0.-11 Moderate S.S 0.776 0.00 0.00
B-2 37.5 11 1 24 Flll 53.5 2.250 2.250 0.67 1.5 1 0.96 0.82 0.79 8.7 13.8 0.149 0.166 0.87 0.293 0.22 Low 13.8 0.760 0.00 0.00
B-2 40 12 1 FIii 53.5 2.400 2.400 0.65 1.5 1 0.97 0,82 0.77 9.2 9.2 0.101 0.'112 0.85 0.202 0,15 Moderate 9.2 0.741 0.00 0.00
B-2 42.5 12 1 f'IIJ 53.5 2550 2.550 0.53 1.5 1 0.97 0.82 0.75 9.0 9.0 0.098 0.109 0.83 0.202 0.15 Moderate 9.0 0.721 0.00 0.00
B-2 45 15 1 Fm 53.5 2.700 2.700 0.61 1.5 1 0.97 0.82 0.73 10.9 10.9 0.118 0.131 0.80 0.252 0.19 Low 10.9 0.700 0.00 0.00
B-2 47.5 13 1 Fl!I 53.S 2.850 2,850 0,59 1.5 1 0,98 0:82 0.71 9.3 9.3 0.101 0.112 0.78 0.221 0.17 Moderate 9.3 0.678 0.00 0.00
B-2 so 11 1 Fill 53.S 3.000 3.000 o.sa 1.5 1 0.98 0.82 0.70 7.7 7.7 0.086 0.095 0.75 0.194 0.14 Modarate 7.7 0.656 0.00 0.00
B-2 52.5 4 1 AU 53,5 3.150 3.150 0.56 1.5 1 0.98 0.82 a.ea 2.7 2.7 0.054 0.060 0.73 0.127 0.10 Hl"h 2.7 0,634 0.00 0.00
B-2 55 6 1 All 53.5 3.300 3,253 0.55 1.5 1 0.99 0,82 0.67 4.0 4.0 0,060 0.066 0.70 0.143 0.11 Moderate 4.0 0.821 2.50 4.20 1.26 1.26
B-2 57.5 ' 1 " 53.5 3.450 3,325 0.55 1.5 1 0.99 0.82 0.67 4.7 4.7 0,063 0,070 0.68 0.153 0.11 Moderate 4.7 0.815 0.00 1.26
B-2 60 ... 1 5 " 53.6 3.600 3.397 0.54 1.5 1 0.99-0.82 0.88 31.8 31.8 0.457 0.507 0.66 1,117 0.83 V.Srv Low 31.8 o.eo8 2.50 MO 0.1K 1.44
B-2 65 33 1 s " 53.5 3,900 3.541 0.53 1.5 1 1.00 0.82 0.85 21.6 21.6 0.235 0.260 0.62 0.584 0.44 Verv Low 21.6 0.597 5.00 1.30 0.78 2.22
Project No. 1040194 Salt Lake Liq. Hazard Rating S~o IBC Q=~ motion Nud en 18¢2003 Ss.F.,.2Jll2.S
Project Name Jordan Bluffs Earthquake Magnitude 7.2 Llq. Potential PGA
Date 5-Jan--0S Magltude Scaling Factor 1.11 Very Low >0.33g llq11~ poten!l1I l)Ufd en 'r'ovi:I, T. L 1nd I. M. klrlu, 1~7; ?~In~ cllllt NCEER ooOOIMP en Vqufflc:tion
Time 11:44AM Hammer Energy Ratio 1.5 Low 0.23g-0.33g rui,t.nce of &au, 4'~nlo,,t Ropo,t. NCEE!'!M-ooz!
s,.F1 1.34 g Sol! Total Unit ½/I:, pcf 120 Moderate 0.13g-0.23g Llq~flaetlon !n<l~ ,.it1omtn1 bued Cfl Tcklmatsu, AM 1nd H. a. SIIOC!, 1987; Evaluation cf,ememanta In nnd, d111to
IBC Strono Gmd Motion 0.357 o Hole Diameter In 3.75 95.25 1 H!oh <0.130 Hrtllqu1kl shaking, Jo<>mll er 13ootochnlce! ~lnffrln~, Vcl. 1 l3. Ne. 8, pp. 8e1>878
LIQUEl"AvTION POTENTIAL LIQUEFACTION INDU EOSE TLEM T
Sample Water Total Effective
Corrections to SPT ...EL Sample % Solt Over-Acc. To Salt Lake Layer Vol.
Boring Depth, N Type, Depth, Stress, Sress, burden Energy Bore Rod Samp!e Total (N1)eo (N1Mocs CRR7.~ CRRM Cause 2%ln L!q. {N1)eocs !BC CSR Thick., Straln, Sett., ln Cum.
ft 1•Cll2•SPT Fines Type ft tsf tsf Ratio, D!a., Length, rype, SPT r, Sett., In PrM8., Llq., 81. 50yr Potential ft %
c, c, c, c, c, Corr.
8-3 3 25 1 28 F/U 46 0.180 0.180 2.00 1.5 1 0.75 0.82 1,85 46.1 57.1 0.457 0.507 0.99 0.784 2.19 vervLow 57.1 0.231 0.00 0.00
8-3 s 13 1 Fl/I 46 0.300 0.300 1.83 1.5 1 0.75 0.82 1.68 21.9 21.9 0.239 0.265 0.99 0.412 1.15 VervLow 21.9 0.230 0.00 0.00
8-3 7.5 8 1 9 Flll 46 0.450 0.450 1.49 1.5 1 0.75 0.82 1.38 11.0 11.7 0.127 0.141 0.98 0,221 0.62 Moderate 11.7 0.229 0.00 0.00
8-3 10 10 1 FU! 48 0.600 0.600 1.29 t.S 1 o.75 0.82 1.19 11.9 11.9 0.129 0.143 0.98 0.225 0.83 Moderate 11.9 0.227 0.00 0.00
B-3 12.5 8 1 Flll 46 0.750 0.750 1.15 1.5 1 0.77 0,82 1,09 8.8 8.8 0.096 0.106 0.97 0.168 0.47 Moderate 8.8 0.226 0.00 0.00
8-3 15 10 1 FIii 46 0.900 0,900 1.05 1.S 1 Q.82 0.82 1.07 10.7 10.7 0.115 0.128 0.97 0.203 0.57 Moderate 10.7 0.225 0.00 0.00
8-3 17.5 12 1 FIil 46 1,050 1.050 0.98 1.5 1 0.86 0.82 1.03 12.4 12.4 0.134 0,149 0.96 0.238 0.67 Low 12.4 0.224 0.00 0.00
8-3 20 12 1 7 FIi! 46 1.200 1.200 0.91 1.5 1 0.89 0.82 1.00 11.9 12.2 0.132 0.146 0.96 0.235 0.66 Low 12.2 0.222 0.00 0,00
8-3 22.5 12 1 FJI! 46 1.350 1.350 0.86 1.5 1 0.91 0.82 0,97 11.6 11.6 0.125 0.139 0.95 0.225 0.63 Moderate 11.6 0.221 0.00 0.00
8-3 25 13 1 F!II 46 1.500 1.500 0.82 1.5 1 0.94 0.82 0.94 12.2 122 0.132 0.147 0.94 0.240 0.67 Low 12.2 0.219 0.00 0.00
8-3 27,5 14 1 Fill 46 1.650 1.650 0,78 1.5 1 0.95 0.82 0.91 12.8 12.8 0.138 0.153 0,93 0.253 0.19 Low 12.8 0.812 0.00 0.00
8-3 30 11 1 9 FIil 46 1.800 1.800 0.75 1.5 1 0.95 0.82 0.88 9.6 10.3 0.112 0.125 0.92 0.208 0.16 Moderate 10.3 0.802 0.00 0.00
8-3 32.5 12 1 FIii 46 1.950 1.950 0.72 1.5 1 0.96 0.82 0.84 10.1 10.1 0,110 0,122 0.91 0.207 0.15 Moderate 10.1 0.790 0.00 0.00
8·3 35 10 1 FIii 46 2.100 2.100 0.69 1.5 1 0.96 0.82 0.82 8.2 8.2 0.090 0.100 0.89 0.173 0.13 Moderate 8.2 0.776 0.00 0.00
8-3 37.5 13 1 " 46 2.250 2.250 0.67 1.5 1 0.96 0.82 0.79 10.3 10.3 0.111 0.124 0.87 0.218 0.16 Moderate 10.3 0.760 0.00 0.00
8-3 40 11 1 71 " 46 2.400 2.400 0.65 1.5 1 0.97 0.82 0.77 8.4 15.1 0.164 0.182 0.85 0.328 0.25 Low 15.1 0.741 0.00 0.00
8-3 42,5 3 1 74 ' 46 2.550 2.550 0.63 1.5 1 0.97 0.82 0.75 2.2 7.7 0.086 0.095 0.83 0.177 0.13 Moderate 7.7 0.721 0.00 0.00
8-3 45 4 1 ,, 46 2.700 2.700 0.61 1.5 1 0.97 0.82 0.73 2.9 2.9 0.055 0.061 0.80 0.117 0.09 Hiah 2.9 0.700 0.00 0.00
8-3 50 8 1 ,, 46 3.000 2.875 0.59 1.5 1 0.98 0.82 0.71 5.7 5.7 0.070 0.077 0.75 0.152 0.11 Moderate 5.7 0.684 0.00 0.00
8-3 55 56 1 5 " 46 3,300 3.019 0.58 1.5 1 0.99 0.82 0.70 39.1 39.1 0.457 0.507 0.70 1.015 0.76 Verv Low 39.1 0.670 4.00 0.10 0.05 0.05
8-3 60 36 1 5 " 46 3.600 3.163 0.56 1.5 1 0.99 0.82 0.69 24.7 24.7 0.278 0.309 0.66 0.633 0.47 Verv Low 24.7 0.653 4.00 1.20 0.58 0.62
0.000 0.000 #DIV/0! 1.S 1 0.75 1 _,. _,. #OlV/0! #DIV/0! _,. 1.00 #DIV/0! #### #DIV/0I #OIV/Ol #DIV/0! 0.00 0.00
8-4 3 24 1 Flll 44 0.180 0.180 2.00 1.5 1 0.75 0.82 1.85 44.3 44.3 0.457 0.507 0.99 0.784 0.59 Verv low 44.3 0.867 0.00 0.00
8-4 s 28 1 FIi! 44 0.300 0.300 1.83 1.5 1 0.75 0.82 1,68 47.2 47.2 0.457 0.507 0.99 0.788 0.59 VervLow 47.2 0.862 0.00 0.00
8·4 7.S 42 1 62 FIii 44 0.450 0.450 1.49 1.5 1 0.75 0.82 1.38 57,8 74.3 0.457 0.507 0.98 0.792 0.59 Verv Low 74.3 0.858 0.00 0,00
8-4 10 47 1 FIii 44 0.600 0.600 1.29 1.S 1 0,75 0.82 1.19 56.0 56.0 0.457 0.507 0.98 0.797 0.59 Verv Low 56.0 0.853 0.00 0.00
8-4 12.5 35 1 47 Fill 44 0.750 0.750 1.15 1.5 1 0.77 0.82 1.09 38.3 51.0 0.457 0.507 0.97 0.801 0.60 Verv Low 51,0 0.848 0.00 0.00
8-4 15 35 1 '"' 44 0.900 0.900 1.05 1.5 1 0.82 0.82 1.07 37.3 37.3 0.457 0,507 0.97 0.806 0.60 Verv Low 37.3 0.844 0.00 0.00
8-4 17.5 35 1 Fill 44 1.050 1.050 0.98 1.5 1 0.86 0.82 1.03 36.2 36.2 0.457 0.507 0.96 0.810 0.60 Verv Low 38.2 0.839 0.00 0.00
8-4 20 38 1 Fm 44 1.200 1.200 0.91 1.5 1 0.89 0.82 1.00 37.8 37.8 0.457 0.507 0.96 0.815 0.61 Verv Low 37.8 0.833 0.00 0.00
8-4 22.5 71 1 Fill 44 1.350 1.350 0.86 1.5 1 0.91 0.82 0.97 68.5 68.5 0.457 0.507 0.95 0.821 0.61 Verv low 68.5 0.827 0.00 0.00
8-4 25 18 1 FIii 44 1.500 1,500 0.82 1.5 1 0.94 0.82 0.94 16.9 16.9 0.183 0.203 0.94 0.332 0.25 Verv low 16.9 0.820 0.00 0.00
8-4 27,5 13 1 FIi! 44 1,650 1.650 0.78 1.5 1 0.95 0-82 0.91 11.8 11.8 0.128 0.142 0.93 0.235 0.18 Low 11.8 0.812 0.00 0.00
8-4 30 11 1 12 FIJI 44 1.800 1.800 0.75 1.S 1 0.95 0.82 0.88 9.6 11,5 0.124 0.138 0.92 0.231 0.17 Low "11.5 0.802 0.00 0.00
8-4 32.5 11 1 Fill 44 1.950 1.950 0.72 1.5 1 0.96 0.82 0.84 9.3 9.3 0.101 0.112 0.91 0.190 0.14 Moderate 9.3 0.790 0.00 0.00
8-4 35 12 1 Fill 44 2.100 2.100 0.69 1.5 1 0.96 0.82 0.82 9.8 9.8 0.106 0.118 0,89 0.204 0.15 Moderate 9.8 0.776 0.00 0.00
8-4 37.5 12 1 Fill 44 2.250 2.250 0.67 1.S 1 0.96 0.82 0,79 9.5 9.S 0.103 0.115 0.87 0.202 0.15 Moderate 9.5 0.760 0.00 0.00
8-4 40 11 1 Fill 44 2.400 2.400 0.65 1.5 1 0.97 0.82 0,77 8.4 8.4 0.093 0.103 0.85 0:186 0.14 Moderate 8.4 0.741 0.00 0.00
8-4 42.5 5 1 "" 44 2.550 2.550 0.63 1.S 1 0.97 0.82 0,75 3.7 3.7 0.058 0.065 0.83 0.121 0.09 Hiah 3.7 0.721 0.00 0.00
8-4 45 3 1 79 Fo! 44 2.700 2.669 0.61 1.S 1 0.97 0.82 0.73 2.2 7.6 0.085 0.095 0.80 0.179 0.13 Moderate 7.6 0.708 2.00 2.90 0.70 0.70
8-4 47.5 35 1 s Cf/sp 44 2.850 2.741 0.60 1.S 1 0.98 0.82 0.73 25.4 25.4 0.289 0.321 0.78 0.610 0.46 verv low 25.4 0.705 1.00 1.20 0.14 0.84
8-4 50 32 1 3 '" 44 3.000 2.813 0.60 1.5 1 0.98 0.82 0.72 23.0 23.0 0.253 0.281 0.75 0.538 0.40 Verv Low 23.0 0.699 5.00 1.30 0.78 1.62
8-4 55 30 1 5 " 44 3.300 2.957 0,58 1.5 1 0.99 0.82 0.71 21.2 21.2 0.230 0.255 0,70 0.500 0.37 Verv Low 21.2 0.684 3.00 1.40 0.50 2.12
APPENDIX IV
Photographs
A"\lt..'\: APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, P.C. 1040194
Existing fi ll , debris and buried concrete structures
encountered in area of Test Pit TP-1.
Project No. 1040194
Project No. 1040194
Ex isting fill above buried concrete slab and
structures in area of Test Pit TP-3.
Project No. 1040194 in area of Test Pit TP-3 Buri ed circular structure
Appli ed Geotechni ca l
Engineering Consu ltants, P.C.