-
REDROCK CONSULTING
Report of Geotechnical Investigation
OF
EMBANKMENT SLOPE & FOUNDATION SOIL SETTLEMENT ANALYSIS
HIGHWAY 64 OVER RED HORSE CREEK
WOODS COUNTY, OKLAHOMA
BRFY-176B(195); 27010(04)
Prepared For:
Mehlburger Brawley Inc. 5500 North Western, Suite 215
Oklahoma City, Oklahoma 73118
Prepared By:
Red Rock Consulting , LLC PO Box 30591
Edmond, Oklahoma 73003 (405) 562-3328
March 12, 2012 Project No. 11058
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REDROCK CONSULTING
March 12, 2012
Mehlburger Brawley Inc.
5500 North Western , Suite 250
Oklahoma City, Oklahoma 73118
Attention: Ms. Felicia Jackson, PE
Re: Report of Geotechnical Investigation
Embankment Slope & Foundation Soil Settlement Analysis
Highway 64 over Red Horse Creek Woods County, Oklahoma
BRFY-176B(195); 27010 (04) Project No. 11058
Dear Ms . Jackson,
Red Rock Consulting is pleased to submit herewith this report
entitled "Report of
Geotechnical Investigation, Embankment Slope & Foundation
Soil Settlement Analysis,
Highway 64 over Red Horse Creek, Woods County, Oklahoma,
BRFY-176B(195);
27010(04 )."
In an effort to provide a more environmentally friendly service
, this report has been
printed double sided on 1 00% recycled paper.
It has been our pleasure to assist you with this project. Should
you have any questions
regarding the contents of this report, please contact us at your
convenience.
Yours very truly, RED ROCK CONSULTING, LLC CA No. 5707 Exp.
06/30/13
~If!~ Project Specialist
~h~ Kristi K. Bumpas, PE , LEED AP
Project Engineer
po. BOX 30)91 • I-DMONI . OK 730( 3 • "}05- 562- 3328 •
WWVv'.REDROCKCEO.COM
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REPORT OF GEOTECHNICAL INVESTIGATION
EMBANKMENT SLOPE & FOUNDATION SOIL SETTLEMENT ANALYSIS STATE
HIGHWAY 64 OVER RED HORSE CREEK
WOODS COUNTY, OKLAHOMA
BRFY-176B(195) 27010(04)
PROJECT NO. 11058
INTRODUCTION
........................................................................................................................................
1 GENERAL
......................................................................................................................
1 PROPOSED CONSTRUCTION
...........................................................................................
1 SCOPE OF WORK
..........................................................................................................
1
FIELD AND LABORATORY INVESTIGATIONS
.................................................................................
3 FIELD
EXPLORATION......................................................................................................
3 LABORATORY TESTING
..................................................................................................
4
SITE DESCRIPTION
..................................................................................................................................
5 SURFACE CONDITIONS
..................................................................................................
5 SITE GEOLOGY
.............................................................................................................
5 SUBSURFACE CONDITIONS
............................................................................................
7 SOLUBLE SULFATES
......................................................................................................
7 GROUNDWATER CONDITIONS
.........................................................................................
8
EMBANKMENT ANALYSIS
.....................................................................................................................
9 FILL MATERIAL ANALYSIS
...............................................................................................
9 SETTLEMENT ANALYSIS OF FOUNDATION MATERIALS
.................................................... 10 SLOPE
STABILITY ANALYSIS
.........................................................................................
12
CLOSURE
....................................................................................................................................................15
APPENDICES APPENDIX A – Field Investigation APPENDIX B –
Laboratory Results APPENDIX C – Settlement Analysis Results
APPENDIX D – GeoStase Analysis Results APPENDIX E – General
Notes
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REPORT OF GEOTECHNICAL INVESTIGATION
EMBANKMENT SLOPE & FOUNDATION SOIL SETTLEMENT ANALYSIS STATE
HIGHWAY 64 OVER RED HORSE CREEK
WOODS COUNTY, OKLAHOMA
BRFY-176B(195) 27010(04)
PROJECT NO. 11058
INTRODUCTION
General This report presents the results of the geotechnical
investigation performed for the embankment and foundation soil
settlement analysis associated with the replacement of the triple
span bridge over Red Horse Creek located along a new alignment of
State Highway 64 approximately 5.3 miles east of the State Highway
50 in Woods County, Oklahoma. The purpose of this investigation is
to evaluate the subsurface conditions at the site and to provide
information pertaining to the geotechnical aspects of the proposed
project. Proposed Construction The project will include the
replacement of the bridge including new piers and abutments along a
new alignment that is to the north of the current alignment. The
new alignment will require two large embankment sections to the
east and west of the proposed bridge. There are also two large cut
sections to the east and west of the proposed bridge. The cut
material will be used in the construction of embankments in the
fill areas of the project. Scope of Work The scope of this
investigation includes the following:
1. Review of previous geotechnical and geological information of
sites near this site. This was augmented with data obtained during
the field investigation phase of the project.
2. Investigation of the subsurface soils by drilling and testing
a total of 5
boreholes within the planned project area.
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3. A laboratory testing program consisting of moisture content,
Atterberg limits, sieve analysis, one-dimensional consolidation,
consolidated untrained tri-axial shear and soluble sulfate testing
on the soils encountered.
4. Analysis of the fill material properties
5. Settlement analysis for the foundation material consisting of
ultimate
settlement and rate of settlement for existing foundat6ion soils
under the proposed load of embankment materials
6. Slope stability analysis of the proposed embankment
design
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FIELD AND LABORATORY INVESTIGATIONS
Field Exploration Subsurface exploration was performed November
8, 9 and 10, 2011. The borings were located in the field by a
representative of Red Rock Consulting by measuring distances from
known site reference points as depicted on plans provided by
Mehlburger Brawley. The locations of the borings should be
considered accurate only to the degree implied by the methods used
to define them. The subsurface exploration program consisted of
drilling 5 borings under the full time supervision of an engineer.
The borings were located in areas where the proposed fill heights
are greatest. The boring locations are shown on the boring location
diagram, which is included in Appendix A. The embankment borings
ranged in depths between 30 and 60 feet, which was equal to twice
the proposed embankment height at the boring location. The borings
were advanced using wet rotary drilling methods with auger casing
from an all-terrain CME-75 drill rig equipped with an automatic
hammer. Samples of the overburden materials were obtained in the
borings as per Oklahoma Department of Transportation (ODOT)
specifications. Representative samples were obtained by
split-barrel sampling procedures (Standard Penetration Test, SPT)
in general accordance with ASTM Specifications D-1586 and thin
walled tube (3 inch Shelby tubes) sampling procedures in general
accordance ASTM Specifications D-1587. After auger refusal was
attained, the hardness of bedrock was evaluated using a Texas Cone
Penetrometer in accordance with the AASHTO Manual on Subsurface
Investigation and as modified by the Oklahoma Department of
Transportation. The SPT test uses a standard, 2-inch O.D.,
split-barrel sampling spoon that is driven into the bottom of the
boring with a 140 pound automatic drive hammer that falls 30
inches. The blows per foot, N, is the number of hammer blows
required to advance the sampling spoon the last 12 inches, or less,
of an 18-inch sampling interval. The N value is used to estimate
the in-situ relative density of granular soils, the consistency of
cohesive soils, and the hardness of weathered bedrock. The Texas
Highway Department cone penetrometer test is a standard test
developed by the Texas Highway Department to evaluate the
consistency or hardness of the bedrock material. The Texas Cone
Penetrometer (TCP) test drives a penetrometer cone into the bedrock
material with a 140 pound automatic drive hammer that falls 30
inches. The TCP is driven for a series of blows, the first being
seating blows, followed by two 50 blow
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counts. After 50 blows of the automatic hammer, the distance the
TCP has advanced is measured and recorded. The distance the TCP is
driven is used to estimate the hardness of bedrock. After
performing SPT and TCP tests, the holes were backfilled with grout
and cuttings as required by the Oklahoma State Statutes for
Geotechnical drilling. Samples were collected and transported back
to the lab for further classification and testing. The final boring
logs were developed from the draft logs, observations and test
results of the samples returned to the laboratory. The
stratigraphic contacts indicated are only for the specific dates
and locations reported, and therefore, are not necessarily
representative of other locations and times. The boring logs,
presenting conditions encountered at each location explored, are
included in Appendix A. Laboratory Testing Representative soil
samples were tested to refine the field classifications and
evaluate physical properties of the soils which may affect the
geotechnical aspects of project design and construction. The
laboratory testing program included the following:
• Liquid Limit, AASHTO T90 • Plastic Limit, AASHTO T89 • Full
Sieve Gradation, AASHTO T88 • Moisture Content, AASHTO T265 •
Soluble Sulfate Content, OHD L-49 • Standard Proctor, AASHTO T99 •
Consolidated-Undrained Triaxial, ASTM D4767 • One-Dimensional
Consolidation, AASHTO T216
The results of the physical laboratory tests conducted are shown
on the boring logs in Appendix A and included in Appendix B.
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SITE DESCRIPTION Surface Conditions At the time of this
investigation, an existing triple span bridge was present along the
alignment of SH 64 over Red Horse Creek. The creek banks were lined
with tall weeds and moderately sized trees. The creek was
approximately 25 feet wide and was approximately 25 feet below the
existing bridge. The water in the creek was approximately 1 foot
deep and was flowing slowly. The boring locations were covered with
grass. All of the borings were located on the north side of
existing SH 64 in the current right of way. Borings B-1E, B-2E, and
B-3E were the three western-most borings and were approximately 10
to 30 feet lower in elevation than the existing roadway. The area
appeared to have been cleared for the installation of a new fence.
Borings B-5E and B-6E were located on the east side of the creek
and were approximately 15 feet lower in elevation than the existing
roadway. The boring locations were dry at the time of drilling and
the ATV drill rig did not experience difficulty moving around the
site. The surface elevations at the boring locations were
approximated from the cross section plans provided by Mehlburger
Brawley. Based on the plans, the approximate elevations of the
borings varied between 1632 and 1645 feet. The approximate
elevation at each location is shown on the boring location diagram
in Appendix A. Site Geology Division Six of the “Engineering
Classification of Geological Materials” (Red Book), published by
the Oklahoma Department of Transportation (ODOT) indicates the
project site was underlain by the Blaine (Pb) and Flowerpot (Pf)
units. The Blaine unit consists of three prominent gypsum beds
(four in Harper and Woodward Counties) separated by red-brown
shales which are locally gypsiferous. The gypsum beds in ascending
order and thicknesses are: the Medicine Lodge gypsum (12-31 feet),
the Nescatunga gypsum (10-22 feet) the Shimer gypsum (0-21 feet),
generally 11-15 feet thick), and the Haskew gypsum (4 feet in
Harper and Woodward Counties, absent or mapped in Dog Creek Unit
elsewhere). The Medicine Lodge, Nescatunga, and Shimer gypsums have
thin dolomite beds at the base which are generally less than 1 foot
thick, but locally may thicken to 2 feet. Then dolomite beds are
light gray to tan, fine-grained, and in ascending order: the Cedar
Springs dolomite, the Magpie dolomite, and the Altona dolomite. The
Magpie dolomite grades into a greenish-gray siltstone in
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northwestern Woods County. The shale sequences separating the
gypsum beds vary from 4 to 20 feet in thickness. The total
thickness of the unit varies from 50 to 90 feet. In Division 6, the
Blaine Unit outcrops in a 1 mile to 6 miles wide
northwest-southeast irregular band across Major, Northern Woodward,
eastern Harper, and Western Woods Counties. Topographically, the
unit forms the most pronounced escarpment in western Oklahoma. The
Thick gypsum beds form ledges that extend the entire length of the
outcrop of the Blaine Unit. These ledges form the noted “Gypsum
Hills” of northwestern Oklahoma. Underlying the resistant gypsum of
the Blaine Unit are the weakly resistant shales of the Flowerpot
Unit. These shales are eroded much faster than the gypsums, thus
leaving an escarpment that is 200 to 300 feet higher than the near
level terrain of the Flowerpot Unit. Isolated buttes and highly
dissected canyons are common along the outcrop contact of the two
units. Short grass and prickly pear are the common vegetation on
the Blaine Unit, but much of the gypsums are barren of vegetation.
Many salt and gypsum springs flow from the Blaine escarpment.
Numerous sinkholes and caverns are evident along the outcrop of the
thick gypsum beds. The Flowerpot unit consists dominantly of
reddish-brown, block, silty clay shale with a few thin sandstone,
siltstone, and dolomite beds. The shales contain salt beds along
the Cimarron River south of Plainview in western Woods County and
also in northern Woodward County. The sandstone and siltstone beds
are less than 3 feet thick, often gypsiferous, and generally thin
southward. The total thickness increases southward from about 220
feet in northern Woods County to about 440 feet in southern Major
County. In Division 6, the Flowerpot Unit outcrops in a 5 to 25
mile wide northwest-southeast band across Woods, southwestern
Alfalfa, and Major Counties. It also outcrops along the Cimarron
River and its tributaries in northern Woodward and eastern Harper
Counties. Much of the outcrop of the unit is covered by alluvium
and terrace deposits of the Cimarron River in southern Woods and
Major Counties. Topographically, the unit generally forms broad
flats and gently rolling hills. The upper portion forms the steep
slope of scarps and buttes capped by gypsums of the overlying
Blaine Unit. Locally, resistant siltstones and dolomites in the
upper portion of the unit cap buttes and small scarps. Vegetation
on this unit ranges from barren salty areas to short grass prairies
containing scattered mesquite.
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Subsurface Conditions Information collected during this
investigation indicates that the overburden materials consist of
various combinations of silt, sand and lean clay that extended from
the surface to the top of bedrock or the boring termination depth.
Borings B-1E, B-2E, and B-3E were drilled for the proposed western
embankment section. The overburden for this section primarily
consisted of lean clay and lean clay with sand. In borings B-2E and
B-3E a 1 to 2 foot layer of sandy gravel was present at
approximately 8 feet. Bedrock was not encountered in boring B-3E,
but was in borings B-1E and B-2E at 26 and 31 feet, respectively.
The bedrock in boring B-1E and B-2E was very soft to hard shale
that extended to the boring termination depths. In boring B-2E, the
lean clay overburden from approximately 15 feet and the shale
bedrock contained gypsum. Borings B-5E and B-6E were drilled for
the proposed eastern embankment section. The overburden for this
section consisted of various combinations of lean clay, silt and
sand. Soft to moderately hard shale was encountered at depths of 56
and 58 feet in borings B-5E and B-6E, respectively. The shale
bedrock extended to the boring termination depths. In boring B-6E,
the shale bedrock contained gypsum. Subsurface conditions are
described in greater detail on the boring logs in Appendix A.
Soluble Sulfates Sulfates are naturally occurring in some soils. If
combined with calcium based materials, such as cement, lime, fly
ash and cement kiln dust, sulfate rich soils can expand up to 250
percent of the original size when exposed to moisture. Based on
soluble sulfate test results from the embankment borings B-2E and
B-3E and cut borings B-4C, B-7C and B-8C (including bulk samples
from these borings), low to very high levels of soluble sulfates
were encountered. Levels encountered ranged from 1,200 ppm to
greater than 8,000 ppm, with a large majority being greater than
8,000 ppm. Soluble sulfate levels are included in the laboratory
results in Appendix B. A level of “less than 200 ppm” is the lowest
and “greater than 8,000 ppm” is the highest reportable level when
using the colorimeter method OHD L-49. Soluble sulfate levels less
than 3,000 ppm are considered to be too low to be of concern when
considering the use of calcium based construction materials.
Soluble sulfate levels in excess of 8,000 ppm are considered to be
high risk.
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Soluble sulfates levels for this project site exceed 8,000 ppm.
Therefore, this site should be considered high risk. Calcium-based
materials used in the concrete mix or to stabilize the
subgrade/embankment soils should not be used for this project. It
should be noted that sulfates can move upward through soil as long
as there is moisture movement towards the surface. This upward
moisture movement can occur through the rise of groundwater (though
not likely at this site), as a result of plants obtaining moisture
through roots or through transpiration. Groundwater Conditions
Groundwater conditions were monitored in the borings immediately
after and approximately 24 hours after drilling operations. It
should be noted that the water levels measured immediately after
drilling may not be precise due to the nature of wet rotary
drilling. Water levels and cave in depths were measured as
summarized in Table 1. Cave-in depth can be an indicator of the
actual groundwater depth.
Table 1 – Approximate Groundwater Levels
Boring
Immediately After Drilling 24 to 48 Hours After Drilling
Depth (feet)
Elevation (feet)
Depth (feet)
Elevation (feet)
Cave-In Depth (feet)
Cave-In Elevation
(feet)
B-1E 18 1642 15.7 1644.3 32 1628 B-2E 2.5 1640.5 1.3 1641.7 44
1599 B-3E 5 1640 7.7 1637.3 25 1620 B-5E 8 1624 6.8 1625.2 6.8
1625.2 B-6E 10.5 1627.5 10.2 1627.8 10.4 1627.6
To obtain more accurate groundwater level information, long-term
observations in a well or piezometer that is sealed from the
influence of surface water would be needed. Fluctuations in
groundwater levels can occur due to seasonal variations in the
amount of rainfall, runoff, altered drainage paths, and other
factors not evident at the time borings were advanced.
Consequently, the contractor should be aware of these possibilities
while constructing this project.
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EMBANKMENT ANALYSIS The geotechnical aspects pertaining to the
design and construction of the proposed embankment include
embankment fill material analysis, foundation soil settlement
analysis and embankment slope stability analysis. Fill Material
Analysis The proposed embankment fill material will be excavated
from the proposed cut sections of this project. The complete field
investigation and laboratory test results for the cut section of
this project are included in the “Cut Analysis” report, project
number 11058, dated January 17, 2012. The laboratory results
(including the soil classification test results) are included in
Appendix B of this report. The fill material primarily consisted of
lean clay and gypsum, with small amounts of silt and sand. Very
soft to moderately hard shale was encountered in 2 of the 3 cut
section borings. This shale is expected to behave as a clay
material within the embankment fill. It is anticipated that the
embankment fill will consist of blended portions of the cut
material. Standard Proctor and soil classification testing was
performed on 3 bulk samples of all encountered materials from the
cut section as well as on 1 bulk sample of gypsum from the cut
section. The results of laboratory testing on the bulk samples are
summarized in Table 2.
Table 2. Bulk Sample Laboratory Results
Sample Depth (feet)
Maximum Dry
Density (pcf)
Optimum Moisture Content
(%)
Soluble Sulfates (ppm)
Liquid Limit
Plasticity Index
Soil Classification
AASHTO Classification
B-4C Bulk
15 - 40 108.4 18.8 > 8,000 30 15 Lean Clay A-6(12)
B-7C Bulk
24 - 50 114.3 16.1 > 8,000 26 11 Lean Clay A-6(8)
B-8C Bulk
17.5 - 50 109.4 18.2 > 8,000 33 17 Lean Clay A-6(14)
B-8C Gypsum
0 - 17.5 94.0 30.6 -- 0 NP Silty Sand A-2-4
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The bulk samples do not meet ODOT requirements for select borrow
material as per Section 705 of the ODOT “Standard Specifications
for Highway Construction, 2009”. Soluble sulfate levels at this
site consistently test as greater than 8,000 ppm. Section 202.02A
of the ODOT specifications states that for projects in Division 6,
borrow material which exceeds the soluble sulfate testing
thresholds of OHD L-50 and OHD L-51 is not allowed in the top 12
inches of the grading section. The proposed fill material for this
site should not be anticipated for use in the top 12 inches of the
grading section. Please see the Soluble Sulfates section of this
report, above. All excavation of the cut sections and construction
of the embankment fill should be performed in accordance with ODOT
specifications. Settlement Analysis of Foundation Materials
Settlement analysis was performed for the foundation materials of
the embankment sections. One dimensional consolidation testing was
performed on select thin-walled tube (undisturbed) samples from
embankment borings B-2E, B-3E, B-5E and B-6E. The total settlement
in the borings was calculated based on consolidation results and
the proposed embankment design. The settlement was calculated using
two methods. The first method was hand calculation using
traditional one-dimensional settlement equations. The second method
was a one-dimensional settlement analysis program, SAF-1. In both
cases, the most significant settlement calculated was in borings
B-2E, B-3E and B-5E. The rate of settlement was calculated using
one-dimensional consolidation theory of time factor (T) for average
degrees of consolidation (U). This method utilizes the coefficient
of consolidation (Cv) at the proposed load from the consolidation
test results. In the case of boring B-5E, the anticipated load did
not correlate to a coefficient of consolidation because the sample
had not begun to consolidate at the proposed embankment load during
testing. The total settlement and the rate of settlement were
calculated for the embankment foundation material at the boring
locations and depths as tabulated below in Table 3. The rate of
settlement was calculated for achieving 1 inch or less of
settlement as well as for achieving 95% settlement.
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Table 3. Embankment Foundation Soil Settlement
Boring
Bowles Equations SAF-1
Stotal (inches)
1 inch or less tmax (days)
95% Settlement tmax (days)
Stotal (inches)
1 inch or less tmax (days)
95% Settlement tmax (days)
B-2E 2.7 28 92 2.5 23 92 B-3E 3.6 28 71 4.2 28 65 B-5E 1.4 --*
--* 0 0 0
*not calculated due to lack of consolidation lab data at the
required stress level To achieve 95% of the total anticipated
settlement of the foundation materials, the site should be allowed
to settle for a period of 90 days following placement of the
embankment fill material. Ninety-five percent settlement correlates
to less than 0.2 inches of remaining settlement. If all ODOT
specifications for fill placement and compaction are followed, less
than 0.2 inches of settlement can be expected. If the roadway can
tolerate at least 1 inch of settlement, and the client is aware of
the probable movement, the settlement period can be reduced to 30
days. Thirty days would allow for the foundation materials to
consolidate enough that 1 inch or less settlement would be
remaining. If all ODOT specifications for fill placement and
compaction are followed, 1 inch (or less) of settlement can be
expected. If the foundation materials are not allowed to
consolidate under the load of the embankment material,
approximately 0 to 4.5 inches of settlement can be expected in
various areas and at various rates. It is recommended that the
settlement be monitored during the consolidation stage before
construction. The most accurate and construction-friendly method of
settlement monitoring is the use of settlement cells. Settlement
plates are less accurate, but can be used as an alternative to
settlement cells, if necessary.
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Slope Stability Analysis The proposed slopes of the embankment
fill range from 3V:1H to 28V:1H. Embankment slopes for a large
amount of the project are steeper than 1.5H:1V and the embankment
material is comprised of predominantly clay (and gypsum).
Therefore, slope stability analysis is required, as per ODOT
specifications. The steepest slope (3V:1H) at the greatest height
(30 feet) is proposed between stations 132+50.83 and 133+00. This
is the embankment slope angle and height used in the analysis.
Consolidated-Undrained (CU) Triaxial testing was performed on 3
remolded samples of the proposed fill material. Average shear
strength parameters from these tests were used in the embankment
slope analysis. Based on these conditions, GeoStase was used to
analyze the slope under different water conditions. The general
limit equilibrium method was used to analyze the slope as this
method satisfies both force and moment equilibrium. Each scenario
was analyzed to ascertain if the factor of safety for the
embankment slope would be greater than 1 under the simulated
conditions. A factor of safety of less than 1 indicates a slope
failure. The factor of safety was 1.2 or above for all scenarios
except for the saturated embankment scenario. The first scenario
analyzed was for short term conditions, such as when a load or
surcharge has been quickly placed. This simulates when a load is
placed so quickly that the water is not able to flow in or out of
the soil voids, leading to an increase in the pore water pressure
in response to the load. A typical design factor of safety for this
condition is 1.3. Geostase analysis for this scenario resulted in a
factor of safety of slightly greater than 1.9. The remaining
scenarios were all for long term conditions. Long term refers to
day to day occurrences over the life of the slope. Various water
level situations were used to analyze the embankment slope. Table 4
summarizes elevations used in the slope analysis.
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Table 4. Slope Analysis Elevations Feature Elevation
Toe of Slope 1636
Actual Groundwater Elevation
1625.2
100 Year Flood Elevation 1636.4
Water Elevation to Achieve FS = 1.5
1645.1
Top of Embankment 1659
A typical design factor of safety for long term conditions is
1.5. GeoStase analysis of the proposed slope resulted in factors of
safety greater than 1.5 for water levels less than 1,645.1 feet in
elevation. An exception to this is when the friction angle, phi
(φ), was reduced to 23 degrees. The water elevation to achieve a
factor of safety of 1.5 with the friction angle of 28 degrees,
which was determined through laboratory testing, was determined to
be 1645.1. The friction angle was reduced to 23 degrees and the
slope was again analyzed with the water elevation at 1645.1. This
scenario was explored as a lower-bound case to account for a lower
friction angle that may have been present, but was not determined
due to the small amount of testing performed. In this case, the
resulting factor of safety was approximately 1.2. For lower-bound
cases, we should expect a factor of safety between approximately
1.1 and 1.2. For the saturated embankment scenario, the slope was
analyzed with a water depth of 30 feet above grade, which was the
top of the embankment (elevation = 1659 feet). This is highly
unlikely to occur in the field, but the factor of safety in this
case was still slightly greater than 1. The results of the
embankment slope stability analysis are summarized in Table 5. The
GeoStase analysis profile results are included in Appendix D. The
GeoStase text output for the critical failure surface for the short
term undrained condition and the long term 100 year flood elevation
condition are included in Appendix D.
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Embankment Slope & Foundation Soil Settlement Analysis SH 64
over Red Horse Creek, Woods Co. BRFY-176-B(195); 27010(04) RRC
Project No. 11058 March 12, 2012
14
Table 5. Embankment Slope Stability Analysis Results
Analysis Water Condition Cohesion, c
(psf) Friction Angle, φ (degrees)
Factor of Safety
Short Term
Undrained 575 0 1.904
Long Term
None 0 28 2.110
Long Term
Actual Groundwater
Elevation 0 28 2.110
Long Term
100 Year Flood Elevation
0 28 2.103
Long Term
Water Elevation at 1645.1 feet,
φ=28 ̊0 28 1.500
Long Term
Water Elevation at 1645.1 feet,
φ=23 ̊0 23 1.198
Long Term
Saturated Embankment
0 28 1.020
Based on the GeoStase analysis of this embankment slope at the
steepest proposed slope (3V:1H) and the greatest proposed height
(30 feet), this embankment slope will remain stable under the
conditions summarized above, which are believed to be the
worst-case scenarios for this site.
-
Embankment Slope & Foundation Soil Settlement Analysis SH 64
over Red Horse Creek, Woods Co. BRFY-176-B(195); 27010(04) RRC
Project No. 11058 March 12, 2012
15
CLOSURE The data presented in this report are based on site
conditions as they existed at the time of the field exploration.
The conditions encountered in the exploratory borings are
representative subsurface conditions within the study area. This
report was prepared for the exclusive use of Mehlburger Brawley,
ODOT and their agents and consultants. It should be made available
to prospective contractors for information and factual data only
and not as a warranty of subsurface conditions similar to those
interpreted from the boring logs or discussions presented
herein.
-
APPENDIX A
-
I I
.. Iii I I I j I
•
I I I I I I
I Vi
Plans provided by Mehlburger Brawley All elevations estimated
from plans Approximate offsets are from the existing center
line
4 , I,
,
r -'
\
B-2E
B-7C
"
\,
\
/ • • , .
--- \ , '-I.
.-. !""':' , '
- • ~
, < ~--\ . - ~ ,- ~-• "r >'"
\ " :1 :'
'< \ ','
121+50 120' Left of CL 1643'
\ " \
REDROCK CONSULTING
P.o. Box 30591 Edmond, Oklahoma 73003
BORING LOCATION OIAGRAM US 64 OVER RED HORSE CREEK
BRFY-176-B(195); 27010(04)
WOODS COUNTY, OKLAHOMA CUT AND EMBANKMENT ANALYSIS
138+00 140' Left Of~C~L~::i1~70~8~':::l ________________________
~~~~~~~~~~~ar~~~~~
-
All elevations estimated from plans Approximate offsets are from
the existing center line
REDROCK CONSULTING
P.O. Box 30591 Edmond. 73003
BORING LOCATION DIAGRAM US 64 OVER RED HORSE CREEK
BRFY-176-B(195); 27010(04)
WOODS COUNTY OKLAHOMA
-
50
45
42
37
32
24
23
22
17
15
26
22
20
20
17
SPT
SPT
SPT
SPT
SPT
TC
TC
TC
TC
87.5
85.5
87.8
91.8
90.4
FAT CLAY, shaley, dark reddish brown (5YR 3/4), very stiff
LEAN CLAY, shaley, dark reddish brown (5YR 3/4), hard
SHALE, dark reddish brown (2.5YR 3/4) with greenish gray (GLEY1
6/1), very soft to hard
Boring Completed 11/10/2011 and Grouted 11/11/2011
15
33
66
50
2334
50/5.5"50/5.5"50/2.1"50/1.1"50/0.9"
50/2.8"50/1.9"
50/3"50/2"
27
27
26
22
21
NOTES BRFY-176B(195); 27010(04)
GROUND ELEVATION 1660 ft
LOGGED BY JTU
DRILLING METHOD Wet rotary with auger casing - CME 75
HOLE SIZE 6 in
DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND
WATER LEVELS:
CHECKED BY KKB
DATE STARTED 11/9/11 COMPLETED 11/10/11
0 hrs AFTER DRILLING 18.0 ft / Elev 1642.0 ft
Cave In Depth 32.0 ft / Elev 1628.0 ft
DURING DRILLING NA
LIQ
UID
LIM
IT
PLA
ST
ICLI
MIT
PLA
ST
ICIT
YIN
DE
X
SA
MP
LE T
YP
E ATTERBERGLIMITS
GR
AP
HIC
LOG
FIN
ES
CO
NT
EN
T(%
)
DE
PT
H(f
t)
0
10
20
30
40
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S
MO
IST
UR
EC
ON
TE
NT
(%
)
PAGE 1 OF 1BORING NUMBER B-1E
PROJECT NAME US 64 over Red Horse Creek, Woods Co.
PROJECT LOCATION Woods County
CLIENT Mehlburger Brawley
PROJECT NUMBER 11058 B - Embankment & Foundation Soil
Analysis
PO Box 30591Edmond, Oklahoma 73003Telephone: 405-562-3328
GE
OT
EC
H B
H C
OLU
MN
S
1105
8 LO
G.G
PJ
DA
TA
TE
MP
LAT
E.G
DT
3/1
3/1
2
-
33
34
36
34
43
42
44
15
21
17
17
23
22
25
18
13
19
17
20
20
19
SPT
ST
SPT
SPT
SPT
SPT
SPT
TC
TC
TC
TC
TC
71.4
70.3
83.7
94.8
85.5
91.4
86.8
LEAN CLAY with SAND, dark brown (7.5YR 3/3), medium stiff
POORLY GRADED SANDY GRAVEL
LEAN CLAY, shaley, dark reddish brown (5YR 3/3) to greenish gray
(GLEY1 5/1), very stiffto hard
Gypsum interbedded from approximately 15 feet
SHALE gypsum interbedded, dark reddish brown (5YR 3/3), very
soft to moderately hard
Boring Completed 11/9/2011 and Grouted 11/10/2011
8
30
63
74
71
1730
50/5"50/3"
50/2.4"50/2.3"50/1.8"
50/3.6"50/2.6"
50/1.6"50/1.4"
50/2.1"50/1.8"
22
18
24
20
27
25
25
NOTES BRFY-176B(195); 27010(04)
GROUND ELEVATION 1643 ft
LOGGED BY JTU
DRILLING METHOD Wet rotary with auger casing - CME 75
HOLE SIZE 6 in
DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND
WATER LEVELS:
CHECKED BY KKB
DATE STARTED 11/9/11 COMPLETED 11/9/11
0 hrs AFTER DRILLING 2.5 ft / Elev 1640.5 ft
Cave In Depth 44.0 ft / Elev 1599.0 ft
DURING DRILLING NA
LIQ
UID
LIM
IT
PLA
ST
ICLI
MIT
PLA
ST
ICIT
YIN
DE
X
SA
MP
LE T
YP
E ATTERBERGLIMITS
GR
AP
HIC
LOG
FIN
ES
CO
NT
EN
T(%
)
DE
PT
H(f
t)
0
10
20
30
40
50
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S
MO
IST
UR
EC
ON
TE
NT
(%
)
PAGE 1 OF 1BORING NUMBER B-2E
PROJECT NAME US 64 over Red Horse Creek, Woods Co.
PROJECT LOCATION Woods County
CLIENT Mehlburger Brawley
PROJECT NUMBER 11058 B - Embankment & Foundation Soil
Analysis
PO Box 30591Edmond, Oklahoma 73003Telephone: 405-562-3328
GE
OT
EC
H B
H C
OLU
MN
S
1105
8 LO
G.G
PJ
DA
TA
TE
MP
LAT
E.G
DT
3/1
3/1
2
-
37
36
34
49
40
40
39
19
18
18
27
23
23
20
18
18
16
22
17
17
19
SPT
SPT
SPT
ST
SPT
SPT
SPT
81.8
90.1
90.6
90.1
94.7
92.9
95.3
LEAN CLAY with SAND, gypsum interbeded, brown (5YR 4/4),
stiff
POORLY GRADED SANDY GRAVEL
LEAN CLAY, shaley, dark reddish brown (2.5YR 3/4) with greenish
gray (GLEY1 6/1), verystiff to hard
Boring Completed 11/9/2011 and Grouted 11/10/2011
13
22
35
40
44
68
20
28
23
32
26
28
28
NOTES BRFY-176B(195); 27010(04)
GROUND ELEVATION 1645 ft
LOGGED BY JTU
DRILLING METHOD Wet rotary with auger casing - CME 75
HOLE SIZE 6 in
DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND
WATER LEVELS:
CHECKED BY KKB
DATE STARTED 11/9/11 COMPLETED 11/9/11
0 hrs AFTER DRILLING 5.0 ft / Elev 1640.0 ft
Cave In Depth 25.0 ft / Elev 1620.0 ft
DURING DRILLING NA
LIQ
UID
LIM
IT
PLA
ST
ICLI
MIT
PLA
ST
ICIT
YIN
DE
X
SA
MP
LE T
YP
E ATTERBERGLIMITS
GR
AP
HIC
LOG
FIN
ES
CO
NT
EN
T(%
)
DE
PT
H(f
t)
0
10
20
30
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S
MO
IST
UR
EC
ON
TE
NT
(%
)
PAGE 1 OF 1BORING NUMBER B-3E
PROJECT NAME US 64 over Red Horse Creek, Woods Co.
PROJECT LOCATION Woods County
CLIENT Mehlburger Brawley
PROJECT NUMBER 11058 B - Embankment & Foundation Soil
Analysis
PO Box 30591Edmond, Oklahoma 73003Telephone: 405-562-3328
GE
OT
EC
H B
H C
OLU
MN
S
1105
8 LO
G.G
PJ
DA
TA
TE
MP
LAT
E.G
DT
3/1
3/1
2
-
42
39
29
0
40
31
36
42
18
19
16
0
17
17
19
22
24
20
13
NP
23
14
17
20
SPT
SPTTC
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
89.5
90.6
96.3
97.9
99.2
89.1
86.8
85.1
GYPSUM with sand seams, white (7.5YR 9.5/1), moderately hard to
hard
LEAN CLAY, shaley, dark reddish brown (5YR 3/4) to dark red
(2.5YR 3/6), soft to very stiff
SILT, dark reddish brown (2.5YR 3/4), dense
LEAN CLAY with gypsum interbedded, shaley, dark reddish brown
(2.5YR 3/6) withgreensih gray (GLEY1 5/1), hard
Boring Completed 11/9/2011 and Grouted 11/10/2011Bulk sample
collected from 15 to 40 feet (lab results in Appendix B)
229
50/4.5"
50/4.3"50/2"
50/0.2"
4
21
21
44
34
62
56
57
32
21
18
23
18
22
26
23
NOTES BRFY-176B(195); 27010(04) Auger cased to 40 feet
GROUND ELEVATION 1698 ft
LOGGED BY JTU
DRILLING METHOD Wet rotary with auger casing - CME 75
HOLE SIZE 6 in
DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND
WATER LEVELS:
CHECKED BY KKB
DATE STARTED 11/9/11 COMPLETED 11/9/11
0 hrs AFTER DRILLING 18.7 ft / Elev 1679.3 ft
Cave In Depth 35.0 ft / Elev 1663.0 ft
DURING DRILLING 17.0 ft / Elev 1681.0 ft
LIQ
UID
LIM
IT
PLA
ST
ICLI
MIT
PLA
ST
ICIT
YIN
DE
X
SA
MP
LE T
YP
E ATTERBERGLIMITS
GR
AP
HIC
LOG
FIN
ES
CO
NT
EN
T(%
)
DE
PT
H(f
t)
0
10
20
30
40
50
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S
MO
IST
UR
EC
ON
TE
NT
(%
)
PAGE 1 OF 1BORING NUMBER B-4C
PROJECT NAME US 64 over Red Horse Creek, Woods Co.
PROJECT LOCATION Woods County
CLIENT Mehlburger Brawley
PROJECT NUMBER 11058 B - Embankment & Foundation Soil
Analysis
PO Box 30591Edmond, Oklahoma 73003Telephone: 405-562-3328
GE
OT
EC
H B
H C
OLU
MN
S
1105
8 LO
G.G
PJ
DA
TA
TE
MP
LAT
E.G
DT
3/1
3/1
2
-
0
30
31
28
40
0
0
19
40
39
41
0
15
15
15
17
0
0
11
23
19
23
NP
15
16
13
23
NP
NP
8
17
20
18
SPT
SPT
ST
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
SPT
TC
43.0
75.8
73.3
88.7
96.2
7.3
8.5
53.2
90.1
90.8
86.8
SILT with SAND, dark reddish brown (2.5YR 3/3), loose
LEAN CLAY with SAND, dark brown (7.5YR 3/2), soft
LEAN CLAY, dark brown (7.5YR 3/2), soft to medium stiff
POORLY GRADED SAND with SILT, brown (7.5YR 4/4), loose
SANDY LEAN CLAY, very dark gray (7.5YR 3/1), stiff
LEAN CLAY, very dark gray (7.5YR 3/1), hard
SHALE, dusky red (2.5YR 3/2) with bluish gray (GLEY2 5/1), soft
to moderately hard
Boring Completed 11/8/2011 and Grouted 11/10/2011
6
4
3
3
7
5
6
12
41
62
3939
50/4"
50/2.1"50/1.6"
19
25
25
35
34
19
15
20
26
21
25
NOTES BRFY-176B(195); 27010(04) Auger Cased to 45 feet
GROUND ELEVATION 1632 ft
LOGGED BY JTU
DRILLING METHOD Wet rotary with auger casing - CME 75
HOLE SIZE 6 in
DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND
WATER LEVELS:
CHECKED BY KKB
DATE STARTED 11/8/11 COMPLETED 11/8/11
0 hrs AFTER DRILLING 8.0 ft / Elev 1624.0 ft
Cave In Depth 6.8 ft / Elev 1625.2 ft
DURING DRILLING 10.0 ft / Elev 1622.0 ft
LIQ
UID
LIM
IT
PLA
ST
ICLI
MIT
PLA
ST
ICIT
YIN
DE
X
SA
MP
LE T
YP
E ATTERBERGLIMITS
GR
AP
HIC
LOG
FIN
ES
CO
NT
EN
T(%
)
DE
PT
H(f
t)
0
10
20
30
40
50
60
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S
MO
IST
UR
EC
ON
TE
NT
(%
)
PAGE 1 OF 1BORING NUMBER B-5E
PROJECT NAME US 64 over Red Horse Creek, Woods Co.
PROJECT LOCATION Woods County
CLIENT Mehlburger Brawley
PROJECT NUMBER 11058 B - Embankment & Foundation Soil
Analysis
PO Box 30591Edmond, Oklahoma 73003Telephone: 405-562-3328
GE
OT
EC
H B
H C
OLU
MN
S
1105
8 LO
G.G
PJ
DA
TA
TE
MP
LAT
E.G
DT
3/1
3/1
2
-
0
0
34
35
28
0
21
0
21
43
0
0
17
16
20
0
18
0
14
25
NP
NP
17
19
8
NP
3
NP
7
18
SPT
SPT
SPT
SPT
ST
SPT
SPT
SPT
SPT
SPT
SPT
4.8
10.5
90.2
96.4
60.7
78.6
73.9
64.8
55.7
88.7
POORLY GRADED SAND, reddish yellow (5YR 6/8), medium dense
POORLY GRADED SAND with SILT, reddish yellow (5YR 6/8),
loose
LEAN CLAY, dark brown (7.5YR 3/2), soft
SANDY LEAN CLAY, dark brown (7.5YR 3/2), very soft
N=0, weight of hammer at 25 feet
SILT with SAND, dark brown (7.5YR 3/3), loose to medium
dense
SANDY SILT, yellowish red (5YR 5/8), medium dense
SANDY SILTY CLAY, yellowish red (5YR 5/8), medium stiff
POORLY GRADED GRAVELSHALE gypsum interbeded, dark reddish brown
(2.5YR 3/3), soft
Boring Completed 11/8/2011 and Grouted 11/10/2011
12
9
4
4
0
10
5
20
8
2531
50/5"
2
14
34
32
34
25
24
19
19
28
NOTES BRFY-176B(195); 27010(04) Auger Cased to 50 feet
GROUND ELEVATION 1638 ft
LOGGED BY JTU
DRILLING METHOD Wet rotary with auger casing - CME 75
HOLE SIZE 6 in
DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND
WATER LEVELS:
CHECKED BY KKB
DATE STARTED 11/8/11 COMPLETED 11/8/11
0 hrs AFTER DRILLING 10.5 ft / Elev 1627.5 ft
Cave In Depth 10.4 ft / Elev 1627.6 ft
DURING DRILLING 10.0 ft / Elev 1628.0 ft
LIQ
UID
LIM
IT
PLA
ST
ICLI
MIT
PLA
ST
ICIT
YIN
DE
X
SA
MP
LE T
YP
E ATTERBERGLIMITS
GR
AP
HIC
LOG
FIN
ES
CO
NT
EN
T(%
)
DE
PT
H(f
t)
0
10
20
30
40
50
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S
MO
IST
UR
EC
ON
TE
NT
(%
)
PAGE 1 OF 1BORING NUMBER B-6E
PROJECT NAME US 64 over Red Horse Creek, Woods Co.
PROJECT LOCATION Woods County
CLIENT Mehlburger Brawley
PROJECT NUMBER 11058 B - Embankment & Foundation Soil
Analysis
PO Box 30591Edmond, Oklahoma 73003Telephone: 405-562-3328
GE
OT
EC
H B
H C
OLU
MN
S
1105
8 LO
G.G
PJ
DA
TA
TE
MP
LAT
E.G
DT
3/1
3/1
2
-
39 14 25
SPTTC
TC
GB
SPT
TC
TC
TC
TC
TC
TC
TC
TC
73.2
GYPSUM, white (7.5YR 9.5/1), soft to hard
~0.5 foot thick void infilled with soft clay from ~2.5 to 3
feet
~1.5 foot thick void infilled with soft clay from ~11.5 to 13
feet~0.5 foot thick void infilled with soft clay from ~13.5 to 14
feet
~0.5 foot thick void infilled with soft clay from ~15 to 15.5
feet
SHALE, dark reddish brown (5YR 3/4) to dark red (2.5YR 3/6),
very soft to soft
Boring Completed 11/10/2011 and Grouted 11/11/2011Bulk samples
collected from 24 to 35 feet and 35 to 50 feet (lab results in
Appendix B)
50/5.8"50/1.8"50/0.3"
50/0.8"50/0.3"
050/2"
50/0.5"50/0.3
50/0.8"50/0.3"
50/3"50/3.5"
50/2"50/1"
50/3.3"50/2.3"
50/5.8"50/4.8"
50/4.3"50/4"
50/4.5"50/1.8"
22
28
NOTES BRFY-176B(195); 27010(04) Auger Cased to 50 feet
GROUND ELEVATION 1708 ft
LOGGED BY JTU
DRILLING METHOD Wet rotary with auger casing - CME 75
HOLE SIZE 6 in
DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND
WATER LEVELS:
CHECKED BY KKB
DATE STARTED 11/10/11 COMPLETED 11/10/11
0 hrs AFTER DRILLING None
Cave In Depth Open
DURING DRILLING None
LIQ
UID
LIM
IT
PLA
ST
ICLI
MIT
PLA
ST
ICIT
YIN
DE
X
SA
MP
LE T
YP
E ATTERBERGLIMITS
GR
AP
HIC
LOG
FIN
ES
CO
NT
EN
T(%
)
DE
PT
H(f
t)
0
10
20
30
40
50
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S
MO
IST
UR
EC
ON
TE
NT
(%
)
PAGE 1 OF 1BORING NUMBER B-7C
PROJECT NAME US 64 over Red Horse Creek, Woods Co.
PROJECT LOCATION Woods County
CLIENT Mehlburger Brawley
PROJECT NUMBER 11058 B - Embankment & Foundation Soil
Analysis
PO Box 30591Edmond, Oklahoma 73003Telephone: 405-562-3328
GE
OT
EC
H B
H C
OLU
MN
S
1105
8 LO
G.G
PJ
DA
TA
TE
MP
LAT
E.G
DT
3/1
3/1
2
-
31
37
31
0
14
17
17
0
17
20
14
NP
SPTTC
TC
TC
SPT
SPT
SPT
SPT
TC
TC
TC
TC
82.6
94.7
89.0
93.8
GYPSUM, white (7.5YR 9.5/1), very soft to very hard
LEAN CLAY with SAND, iron stains, red brown (5YR 4/3), very
stiff
LEAN CLAY, dark reddish brown (2.5YR 2.5/3) with greenish gray
(GLEY1 5/1), hard
SILTSTONE, red (2.5YR 4/6), cemented
SHALE, red (2.5YR 4/6), very soft to soft
Boring Completed 11/10/2011 and Grouted 11/11/2011Bulk samples
collected 17.5 to 25 feet and 25 to 50 feet (lab results in
Appendix B)
50/6"50/1.9"50/0.3"
50/0.4"50/0.1"
50/0.8"50/0.5"
19
36
43
2025
50/6"50/2.8"50/2"41/6"
50/3.5"
50/5.1"50/4.1"
50/3.1"50/2.5"
18
19
20
20
NOTES BRFY-176B(195); 27010(04) Auger Cased to 50 feet
GROUND ELEVATION 1712 ft
LOGGED BY JTU
DRILLING METHOD Wet rotary with auger casing - CME 75
HOLE SIZE 6 in
DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND
WATER LEVELS:
CHECKED BY KKB
DATE STARTED 11/10/11 COMPLETED 11/10/11
0 hrs AFTER DRILLING None
Cave In Depth Open
DURING DRILLING None
LIQ
UID
LIM
IT
PLA
ST
ICLI
MIT
PLA
ST
ICIT
YIN
DE
X
SA
MP
LE T
YP
E ATTERBERGLIMITS
GR
AP
HIC
LOG
FIN
ES
CO
NT
EN
T(%
)
DE
PT
H(f
t)
0
10
20
30
40
50
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S
MO
IST
UR
EC
ON
TE
NT
(%
)
PAGE 1 OF 1BORING NUMBER B-8C
PROJECT NAME US 64 over Red Horse Creek, Woods Co.
PROJECT LOCATION Woods County
CLIENT Mehlburger Brawley
PROJECT NUMBER 11058 B - Embankment & Foundation Soil
Analysis
PO Box 30591Edmond, Oklahoma 73003Telephone: 405-562-3328
GE
OT
EC
H B
H C
OLU
MN
S
1105
8 LO
G.G
PJ
DA
TA
TE
MP
LAT
E.G
DT
3/1
3/1
2
-
APPENDIX B
-
Tested By:Project #
Ordered By:
Bore Hole Depth Liquid LimitPlastic Index
% Moist.
- 200 Sieve
-80 Sieve
- 40 Sieve
-10 Sieve
-4 Sieve
-3/8' Sieve
-1/2" Sieve
-3/4" Sieve
-1" Sieve -1.5" Sieve
Sulfates (PPM)
B-1E 5' 48 23 27.1 87.5 91 94 100 100
B-1E 10' 45 22 26.6 85.5 92 96 100 100
B-1E 15' 42 20 26.0 87.8 94 98 100 100
B-1E 20' 37 20 21.5 91.8 96 98 100
B-1E 25' 32 17 21.1 90.4 94 97 100 100
B-2E 5' 33 18 21.6 71.4 80 90 98 100 100 >8000
B-2E 10' 36 19 23.5 83.7 92 94 98 98 99 99 100 >8000
B-2E 15' 34 17 20.0 94.8 98 99 100 100 >8000
B-2E 20' 43 20 27.2 85.5 92 96 98 100 100 >8000
B-2E 25' 42 20 25.0 91.4 96 98 100 >8000
B-2E 30' 44 19 25.0 86.8 93 98 100 100 >8000
B-3E 5' 37 18 19.7 81.8 87 91 98 100 100
B-3E 10' 36 18 27.9 90.1 97 98 99 100 100
B-3E 15' 34 16 23.1 90.6 97 100 100
B-3E 20' 40 17 25.8 94.7 99 100 100
B-3E 25' 40 17 28.1 92.9 98 99 100 100
B-3E 30' 39 19 28.3 95.3 99 100 100 100
B-5E 5' NV NP 19.4 43.0 63 85 100 >8000
B-5E 10' 30 15 24.5 75.8 84 89 100 >8000
B-5E 15' 28 13 34.7 88.7 98 99 100 100 >8000
B-5E 25' 40 23 34.4 96.2 99 100 100 >8000
B-5E 30' NV NP 18.7 7.3 17 62 99 100 100 1200
B-5E 35' NV NP 15.1 8.5 16 47 95 99 100 1267
B-5E 40' 19 8 20.3 53.2 78 85 88 98 99 100 1413
B-5E 45' 40 17 25.8 90.1 97 99 100 100 1307
B-5E 50' 39 20 21.1 90.8 95 97 100 >8000
B-5E 55' 41 18 25.2 86.8 94 98 100 >8000
Date Received: 11/14/2011 Report Date: 01/18/2012Project: US-64
over Red Horse Woods Co. J. Riggs ODOT #2311
SUMMARY SHEET
11058 Cobb # 09061.110Client: Red Rock Consulting, LLC
K.Bumpas
-
Tested By:Project #
Ordered By:
Bore Hole Depth Liquid LimitPlastic Index
% Moist.
- 200 Sieve
-80 Sieve
- 40 Sieve
-10 Sieve
-4 Sieve
-3/8' Sieve
-1/2" Sieve
-3/4" Sieve
-1" Sieve -1.5" Sieve
Sulfates (PPM)
B-6E 5' NV NP 2.2 4.8 10 35 90 96 99 100
B-6E 10' NV NP 13.7 10.5 19 33 78 91 96 98 100
B-6E 15' 34 17 33.6 90.2 98 99 100
B-6E 20' 35 19 31.6 96.4 99 99 100
B-6E 30' NV NP 25.0 78.6 98 100 100
B-6E 35' 21 3 24.4 73.9 98 100 100
B-6E 40' NV NP 19.1 64.8 96 99 99 100
B-6E 45' 21 7 18.7 55.7 74 78 83 91 93 97 100
B-6E 50' 43 18 27.7 88.7 96 99
Date Received: 11/14/2011 Report Date: 11/29/2011Project: US-64
over Red Horse Woods Co. J. Riggs ODOT #2311
SUMMARY SHEET
11058 Cobb # 09061.110Client: Red Rock Consulting, LLC
K.Bumpas
-
Tested By:Project #
Ordered By:
Bore Hole Depth Liquid LimitPlastic Index
% Moist.
- 200 Sieve
-80 Sieve
- 40 Sieve
-10 Sieve
-4 Sieve
-3/8' Sieve
-1/2" Sieve
-3/4" Sieve
-1" Sieve
-1.5" Sieve
Sulfates (PPM)
B-4C 15' 42 24 32.0 89.5 92 95 99 100 >8000
B-4C 20' 39 20 21.4 90.6 92 94 99 100 >8000
B-4C 25' 29 13 17.8 96.3 100 100 100 2640
B-4C 30' NV NP 22.6 97.9 100 100 100 2000
B-4C 35' 40 23 18.3 99.2 100 100 100 2400
B-4C 40' 31 14 21.7 89.1 93 95 97 100 100 >8000
B-4C 45' 36 17 25.8 86.8 91 96 100 100 >8000
B-4C 50' 42 20 23.3 85.1 90 94 100 100 >8000
B-7C 10-15' 39 25 22.4 73.2 85 92 99 100 >8000
B-8C 20' 31 17 18.0 82.6 91 94 98 99 100 100 >8000
B-8C 25' 37 20 19.4 94.7 97 98 100 100 >8000
B-8C 30' 31 14 19.9 89.0 95 97 100 >8000
B-8C 35' NV NP 20.3 93.8 98 100 100 2080
B-4C 15-40' 30 15 24.3 92.2 95 97 99 100 >8000
B-7C 24-50' 26 11 17.6 93.2 97 98 100 >8000
B-8C 17.5-50' 33 17 18.6 88.5 94 96 99 100 >8000
B-8C 0-17.5' NV NP 9.1 28.7 43 60 100
B-7C 15' 28.1
SUMMARY SHEET
11058 Cobb # 09061.110Client: Red Rock Consulting, LLC
K.Bumpas
Date Received: 11/14/2011 Report Date: 11/29/2011Project: US-64
over Red Horse Woods Co. J. Riggs ODOT #2311
-
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF COHESIVE SOILS
ASTM 02435
0.55 ~- -.
0.54
0 .53
0.52
0.51
0.50 , 0.49
0.48 , " 0.47 6 ~ 0.46 Q 045 o . > i 0.44
0.43
0.42
0.41
0.40
0.39
i 0.38
0.37 0.01 0 .1 1 10 100
PRESSURE, tsl
DIAMETER, mm I 63.65 I HEIGHT, mml 18.98 PROPERTY BEFORE TEST
AFTER TEST OVERBURDEN PRESSURE, Isf 0.45 MOISTURE, % 17.6 16.8
PRECONSOL. PRESSURE, tsf 0.65 DRY DENSITY, pef 109.1 115.5 OVER
CONSOLIDATION RATIO 1.4 SATURATION, % 87 105 COMPRESSION INDEX 0.91
VOID RATIO 0.545 0.423 REBOUND INDEX 0.014 SAMPLE TYPE
UNDISTURBED
LIQUID LIMIT I I PLASTIC LIMIT I I PLASTICITY INDEX I I SPECIFIC
GRAVITY I 2.7 ESTIMATED SAMPLE DESCRIPTION SANDY LEAN ClAY WITH
PIECES OF SHALE , REDDISH BROWN
BORING No.1 8-2E I SAMPLE NO·1 I DE PTH, feet I 7.0
RED ROCK CONSULTING TESTED BY Project # 11058
03101097 APPROVED BY 12/6/2011
N:lProjltCls\201 0\031 01097\2011 PrOject Info\[03101 097
Consolidation B6E·22 O.x1s)(jDATA lrerraccn
-
PRESSURE, Cv50, tsf cm2/sec
0 O.OS 0 .2S S.70E-04
O.S 6.79E-04 1.22E-02
2 1.60E-03
4 2.19E-03
S 2.71 E-03
16 5.60E-03
AVERAGE 3.64E-03
RED ROCK CONSULTING Project #11058
03101097 12/6/2011
ADDITIONAL CONSOLIDATION DATA
B-2E
7.0
Cv90, 8:!.,. cm2/sec cm2/g
9.71E-OS S.73E-04 B.76E-OS 6.S3E-04 4 .31 E-OS 1.22E-02 3.67E-05
1.61E-03 2.S3E-OS 2.20E-03 1.20E-OS 2.72E-03 S.SOE-06 S.63E-03
3.2SE-06
3.66E-03 3.92E-OS
N"\Projects\2010\03101 097\2011 Projecl lnfo\f03101 097
Consolidation 86E-22 O,xlsx]DATA
~ ~ cm2/g em/sec
6.29E-05 S.69E-OS 3.24E-OS 2.S3E-OS 1.92E-OB 2.43E-OS 2.96E-07
nOE-OS 2 .71 E-OS S.19E-06 1.79E-OS S.SSE-06 1.S9E-OS 2.30E-06
1.29E-OB
2.S7E-OS 6.0 1E-OB
lrerracon
-
SIEVE DIAMETER, PASS,SIZE mm %
4" 100.0 1003.5" 90.0 1003" 75.0 100
2.5" 63.0 1002" 50.0 100
1.5" 37.5 1001" 25.0 100
3/4" 19.0 1001/2" 12.5 1003/8" 9.50 100#4 4.75 100#10 2.00
100#20 0.850 100#40 0.425 99#80 0.180 99#140 0.106 91#200 0.075
70.3
SAMPLE USCS NATID DESCRIPTION SYMBOL M% LL PL PI
PROJECT RED ROCK CONSULTIING
JOB NO. DATE
P:\RRC\Reports\2011\11058 US 64 over Red Horse Creek, Woods Co.
(Embankment)\[03101097 200 Wash Plot B2E-7.0.xlsx]REPORT
03101097 1/20/2012
BORINGID
DEPTH,feet
CLB-2E 7 LEAN CLAY WITH SAND
REDDISH BROWN
ASTM D1140 / C117 #200 WASH SIEVE AND C136 SIEVE ANALYSIS
13
ATTERBERG LIMITS
34 21
USCS
0
10
20
30
40
50
60
70
80
90
100
0.01 0.1 1 10 100
PA
SS
ING
, %
PARTICLE DIAMETER, mm
-
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF COHESIVE SOILS
ASTM 02435
1.02 .
1.01
1.00
0.99
0.98
0.97
0.96
0.95
0.94
0.93
Ql 0.92
ci f= 0 .91 ~ 0.90 0 15 0 .89 >
0.88
0.87
0 .86
0.85
0.84
0.83
0.82
0.81
0.80
0.79 0.01 0.1 1 10 100
PRESSURE, tsf
DIAMETER, mm I 63.45 I HEIGHT, mml 19.04 PROPERTY BEFORE TEST
AFTER TEST OVERBURDEN PRESSURE, tsf 0.95 MOISTURE, % 32.4 35.3
PRECONSOL. PRESSURE, tsf 2.41 DRY DENSITY, pet 84.0 85.2
OVER CONSOLIDATION RATIO 2.6 SATURATION, % 87 103 COMPRESSION
INDEX 0.22 VOID RATIO 1.008 0.885
REBOUND INDEX 0.036 SAMPLE TYPE UNDISTURBED
LIQUID LIMIT I I PLASTIC LIMIT I I PLASTICITY INDEX I I SPECIFIC
GRAVITY I 2.7 ESTIMATED SAMPLE DESCRIPTION FAT CLAY, REDDISH
BROWN
BORING NO.1 B·3E I SAMP LE NOI I DEPTH, feet I 17.0
RED ROCK CONSULTING TESTED BY Project #11058
03101097 APPROVED BY 12/6/2011
N:\Projects\2Q10\0310 1097\2Q 11 Project Inro\[031 01097
Consolidation B6E-220.xlsx)DATA lrerracon
-
PRESSURE, Cv50, Isf cm2/sec
0
0.1
0.25 4.93E-03
0.5 1.64E-03
3.24E-03
2 3.4SE-03
4 6.4SE-03
B 4.27E-03
16 3.44E-03
AVERAGE 3.92E-03
RED ROCK CONSULTING PROJECT #11058
03101097 12/612011
ADDITIONAL CONSOLIDATION DATA
8-3E
17.0
Cv90, ~ cm2/sec cm21g
2. 19E-OS
4.96E-03 3.l 0E-OS
1.6SE-03 2.30E-05
3.26E-03 2.S7E-OS
3.47E-03 2.22E-05
6.49E-03 1.B2E-05
4.29E-03 1.3SE-OS
3.46E-{)3 B.3BE-06
3.94E-{)3 2.0SE-OS
N:\ProJects\2Q10103101 097\2011 Projecllnfo\[03101097
Consolidallon 66E-22 0 x1sxjDATA
~ !5.. c m2/g em/sec
1.09E-OS
1.SSE-OS 7.63E-OB 1.1 SE-OS 1.BBE-OB 1.29E-05 4.1BE-OB 1.12E-OS
3.B6E-OB 9.2BE-06 S.99E-08
7.00E-06 2.99E-OB 4.4BE -{)6 1.S4E-OB
1.03E-OS 4.01 E-08
lrerracon
-
SIEVE DIAMETER, PASS,SIZE mm %
4" 100.0 1003.5" 90.0 1003" 75.0 100
2.5" 63.0 1002" 50.0 100
1.5" 37.5 1001" 25.0 100
3/4" 19.0 971/2" 12.5 953/8" 9.50 95#4 4.75 94#10 2.00 94#20
0.850 93#40 0.425 92#80 0.180 91#140 0.106 91#200 0.075 90.1
SAMPLE USCS NATID DESCRIPTION SYMBOL M% LL PL PI
PROJECT RED ROCK CONSULTIING
JOB NO. DATE
P:\RRC\Reports\2011\11058 US 64 over Red Horse Creek, Woods Co.
(Embankment)\[03101097 200 Wash Plot B3E-17.0.xlsx]REPORT
03101097 1/20/2012
BORINGID
DEPTH,feet
CLB-3E 17 LEAN CLAY
REDDISH BROWN
ASTM D1140 / C117 #200 WASH SIEVE AND C136 SIEVE ANALYSIS
22
ATTERBERG LIMITS
49 27
USCS
0
10
20
30
40
50
60
70
80
90
100
0.01 0.1 1 10 100
PA
SS
ING
, %
PARTICLE DIAMETER, mm
-
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF COHESIVE SOilS ASTM
02435
0.72 - - - - -0.71
0.70
0.69
0.68
0.67
0. 66
0.65
0.64
0.63
0.62 Q)
0" 0.61
~ 0.60 o 0.59
~ 0.58 0.57
0.56
0.55
0 .54
0 .53
0 .52
0.51
0.50
0 .49
0 .48 0.01 0. 1 1 10 100
PRESSURE, l sf
DIAMETER, mm I 63.64 I HEIGHT, mmJ 25.30 PROPERTY BEFORE TEST
AFTER TEST OVERBU RDEN PRESSURE, tsf 0.73 MOISTURE, % 24.5 21.2
PRECONSOL. PRESSURE, tsf 2.1 1 DRY DENSITY, pef 98. 3 105.6 OVER
CONSOLIDATION RATIO 2.9 SATURATION, % 93 100
COMPRESSION INDEX 0.19 VOID RATIO 0.715 0.560
REBOUND INDEX 0.021 SAMPLE TYPE UNDISTURBED
LIQU ID LIMIT I J PlASTIC LIMIT I I PLASTICITY INDEX I I
SPECIFIC GRAVITY J 2.7 ESTIMATED SAMPLE DESCRIPTION SANDY LEAN
CLAY, VERY DARK REDDISH BROWN
BORI NG NO. 1 B-5E I SAMPLE NO.1 DEPTH, feet I 12.0
RED ROCK CONSULTING TESTED BY Project #11058
03101097 APPROVED BY 12/6/2011
N:\Projeclsl2010\03101097\201 1 Project Info,",031 01097
Coosolldlltloo B6E·22 O.xlsxjOATA lrerracon
-
PRESSURE, Cv50, tsl cm2/sec
0 0.05 0.2S S.63E-Q3
O.S 5 .66E-Q3 1 9ASE-03
2 7.7SE-03 4 9.04E-03
B 1.09E-02 16 1.19E-02
AVERAGE B.B2E-03
RED ROCK CONSULTING
PROJECT #11056
03101097 12/6/2011
ADDITIONAL CONSOLIDATION DATA
B-SE
12.0
Cv90, 8Y.. cm2lsec cm21g
B.09E-QS
S.66E-03 B.27E-Q5 S.69E-03 4.S7E-05 9.50E-03 3.31 E-QS 7.79E-03
2.60E-OS 9.09E-03 1.71E-QS
1.10E-02 1.17E-OS 1.20E-02 7.17E-06
B.67E-03 3.S0E-OS
N:\Projecls\2010\OJ101097\2011 Project /nfol(03101097
Consolldallon B6E-22 O.Jdsx]OATA
~ .!!. cm2/g em/sec
4.72E-OS 4.B3E-OS 2.72E-07 2.70E-QS 1.53E-07 1.96E-05 I .B6E-Q7
1.56E-05 1.21 E-07 1.04E-05 9AOE-OB 7.25E-06 7.90E-OS 4.S9E-06
SABE-OB
2.2SE-OS 1.37E-07
lren:acon
-
SIEVE DIAMETER, PASS,SIZE mm %
4" 100.0 1003.5" 90.0 1003" 75.0 100
2.5" 63.0 1002" 50.0 100
1.5" 37.5 1001" 25.0 100
3/4" 19.0 1001/2" 12.5 1003/8" 9.50 100#4 4.75 100#10 2.00 98#20
0.850 94#40 0.425 89#80 0.180 85#140 0.106 81#200 0.075 73.3
SAMPLE USCS NATID DESCRIPTION SYMBOL M% LL PL PI
PROJECT RED ROCK CONSULTIING
JOB NO. DATE
P:\RRC\Reports\2011\11058 US 64 over Red Horse Creek, Woods Co.
(Embankment)\[03101097 200 Wash Plot B5E-12.0.xlsx]REPORT
ASTM D1140 / C117 #200 WASH SIEVE AND C136 SIEVE ANALYSIS
16
ATTERBERG LIMITS
31 15
USCS
03101097 1/20/2012
BORINGID
DEPTH,feet
CLB-5E 12 LEAN CLAY WITH SAND
VERY DARK REDDISH BROWN
0
10
20
30
40
50
60
70
80
90
100
0.01 0.1 1 10 100
PA
SS
ING
, %
PARTICLE DIAMETER, mm
-
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF COHESIVE SOILS
ASTM 02435
r-r '-" -- -- I 0. 92
,
0.90
0 .88
0. 86 ,
0.84
0. 82 I
0.80
'" 0. 78
0 i= 0.76
i? o 0.74 (5
> 0.72 ~
0.70
068
0.66 ,
0.64
0.62 I
0.60 ,
0.58 0.01 0. 1 1 10 100
PRESS URE, tsf
DIAMETER, mm I 63.59 I HEIGHT, mml 25.36 PROPERTY BEFORE TEST
AFTER TEST OVERBURDEN PRESSURE, Isf 1.29 MOISTURE , % 33.5 26.2
PRECONSOL. PRESSURE, Isf 2.56 DRY DENSITY, pef 87.9 97.9 OVER
CONSOLIDATION RATIO 2.0 SATURATION, % 99 99 COMPRESSION INDEX 0.33
VOID RATIO 0.918 0.704 REBOUND INDEX 0.043 SAMPLE TYPE UNDISTURBED
LIQUID LIMIT I I PLASTIC LIMIT I I PLASTICITY INDEX I I SPECIFIC
GRAVITY I 2.7 ESTI MATED SAMPLE DESCRIPTION LEAN CLAY WITH SAND,
DARK REDDISH BROWN
BORING NO. 1 B-
-
PRESSURE, Cv50,
Isf cm2lsec
0 O.OS 0.2S 4.75E-04
O.S S.84E-04
1 7.09E-04
2 S,41E-04
4 4.20E-04
B 3.S7E-04
16 2.97E-04
AVERAG E 4.83E-04
RED ROCK CONSULTING
PROJECT #11058
03101097 12/6/2011
ADDITIONAL CONSOLIDATION DATA
B-6E
22_0
Cv90, ~ cm2lsec cm2 /g
2.7SE-OS
4.78E-04 8.73E-OS
S.87E-04 S.89E-OS
7.13E-04 4.SSE-OS
S,44E-04 4.02E-OS
4.22E-04 2.73E-OS
3.S9E-04 1.93E-OS
2.99E-Q4 1.24E-OS
4.86E-04 3.9BE-OS
N:\Pro;ects\2010\0310 1097\2011 Project Info1,{03101097
Consolidation B6E-220.xlsxJOATA
MY. Js. cm2/g cmlsec
1A3E-OS 4.S6E-OS 2. 16E-08
3.10E-OS 1.81E-OB
2A2E-OS 1.71E-OB
2. 16E-OS 1.17E-OB
1.S0E-OS 6.2BE-09
1.09E-OS 3.B9E-Q9
7.30E-06 2.17E-09
2.12E-OS 1.16E-OB
lrerracon
-
SIEVE DIAMETER, PASS,SIZE mm %
4" 100.0 1003.5" 90.0 1003" 75.0 100
2.5" 63.0 1002" 50.0 100
1.5" 37.5 1001" 25.0 100
3/4" 19.0 1001/2" 12.5 1003/8" 9.50 100#4 4.75 97#10 2.00 94#20
0.850 87#40 0.425 76#80 0.180 65#140 0.106 63#200 0.075 60.7
SAMPLE USCS NATID DESCRIPTION SYMBOL M% LL PL PI
PROJECT RED ROCK CONSULTIING
JOB NO. DATE
P:\RRC\Reports\2011\11058 US 64 over Red Horse Creek, Woods Co.
(Embankment)\[03101097 200 Wash Plot B6E-22.0.xlsx]REPORT
ASTM D1140 / C117 #200 WASH SIEVE AND C136 SIEVE ANALYSIS
8
ATTERBERG LIMITS
28 20
USCS
03101097 1/20/2012
BORINGID
DEPTH,feet
CLB-6E 22 SANDY LEAN CLAY
DARK REDDISH BROWN
0
10
20
30
40
50
60
70
80
90
100
0.01 0.1 1 10 100
PA
SS
ING
, %
PARTICLE DIAMETER, mm
-
APPENDIX C
-
B2E
uAAAAAAA ONE DIMENSIONAL SETTLEMENT ANALYSIS/PROTOTYPE
ENGINEERING INC. AAAAAAAL 3 USER DEFINED INCREMENT OF VERTICAL
STRESS WITH DEPTH 3
3 project Name 3 project Number 3 Date
Red Horse creek Emb 11058
client project Manager computed by
Mehlburger-Brawley KKB
03/08/ 12 KKB
3 Foundation Elev. -30.00 (ft) 3 water table Elev. -32.50
(ft)
Ground surface Elev.= Unit weight of Wat . =
-30.00 (ft ) 62.40 (pcf)
LAYER COEFFICIENT UNIT SPECIFIC VOID 3 N§. TYPE THICK. COMPo
RECOMP. SWELL. WEIGHT GRAVITY RATIO settlement
(ft) (pcf) (i n.)
1 COMPo 8.5 0.090 0.017 0.000 128.30 2 . 70 0.55 2.53 2 INCOMP.
1.5 115.00 3 COMP o 21. 0 0.113 0 . 035 0.000 111.20 2.70 1.01
0.00
Total Settlement = 2.53
SUB LAYER SOIL STRESSES N§. THICK. ELEV. INITIAL INCREMENT MAX.
PAST PRESS. SETTLEMENT
(ft) (ft) (psf) (psf) (psf ) (i n.)
1 8.50 - 34.25 436.08 451. 37 332.00 2.53 2 INCOMP. 3 21.00
-50.50 1307.45 -1. 02 6052.00 0.00
Total Settlement 2.53 (i n.)
3
3
AAAAAA Hit arrow keys to display next screen. print. Main Menu
AAAAAu
page 1
-
B3E
UAAAAAAA ONE DIMENSIONAL SETTLEMENT ANALYSIS / PROTOTYPE
ENGINEERING INC. AAAAAAAL 3 USER DEFINED INCREMENT OF VERTICAL
STRESS WITH DEPTH 3
3 project Name 3 proJect Number 3 Date
3 Foundation Elev. 3 Water table Elev.
LAYER
Red Horse Creek Emb 11058 03 / 08/ 12
-30.00 (ft) -35.00 (ft)
COEFFICIENT
Client project Manager Computed by
Mehlburger-Brawley KKB KKB
Ground surface Elev.= unit weight of Wat. =
UNIT SPECIFIC VOID
-30.00 (ft) 62.40 (pcf)
3 N§ . TYPE THICK. COMPo RECOMP. SWELL. WEIGHT GRAVITY RATIO
settlement 3 (ft ) (pcf) (i n.)
1 COMPo 7.5 0.090 0.017 0.000 128.30 2.70 0.55 4.18 2 INCOMP .
2.0 115.00 3 COMPo 22 .0 0.113 0 .035 0.000 111. 20 2.70 1.01
0.01
Total Settlement = 4.19
SUB LAYER SOIL STRESSES N§ . THICK. ELEV. INITIAL INCREMENT MAX.
PAST PRESS. SETTLEMENT
( ft) ( ft) (psf) (psf) ( psf) ( i n.)
1 7 . 50 -33.75 481.13 502.13 156.00 4.18 2 INCOMP. 3 22.00
-50.50 1448.25 9.69 6052.00 0.01
Total settlement 4 . 19 (i n.) 3
AAAAAA Hit arrow keys to display next screen. print. Main Menu
AAAAAU
page 1
-
B5E
uAAAAAAA ONE DIMENSIONAL SETTLEMENT ANALYSIS/ PROTOTYPE
ENGINEERING INC. AAAAAAAL 3 USER DEFINED INCREMENT OF VERTICAL
STRESS WITH DEPTH 3
3 project Name 3 project Number 3 Date
3 Foundation Elev . 3 Water table Elev .
LAYER
Red Horse creek Emb 11058 03/08/12
-30.00 (ft) -36.80 (ft)
COEFFICIENT
client project Manager computed by
Mehlburger-Brawley KKB KKB
Ground surface Elev.= unit weight of wat. =
UNIT SPECIFIC VOID
-30.00 (ft) 62.40 (pcf)
3 N§. TYPE THICK . (ft )
COMPo RECOMP. SWELL. WEIGHT GRAVITY RATIO Settlement 3
1 2 3
INCOMP. 6 . 0 9.0
15 .0 COMPo COMPo
0.l30 0.113
SUBLAYER N§. THICK . ELEV.
(ft ) (ft)
1 INCOMP . 2 9.00 -40.50 3 15.00 -52.50
0.023 0.035
INITIAL (psf )
919.47 1555.02
(pcf) (i n.)
100.00 0.000 122.30 2.70 0 . 72 0.02 0.000 111.20 2.70 1.01
0.00
Total settlement = 0.02
SOIL STRESSES INCREMENT MAX. PAST PRESS . SETTLEMENT
(psf) (psf) (i n.)
28.99 4040.00 0.02 -7.25 5480.00 0.00
Total settlement 0.02 ( i n.) 3
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APPENDIX D
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11058 US 64 over Red Horse Creek, Woods CoShort Term
Analysis
Red Rock Consulting, LLC \11058 Slope Analysis.gsd
GLE (Spencer) Method
PLATE C.1
0 30 60 90 120 150 180 210 2401571
1601
1631
1661
1691
1721
1571
1601
1631
1661
1691
1721Soil Soil Moist Wt Sat Wt c Phi ru Pconst Piez SurfNo. Desc.
(pcf) (pcf) (psf) (deg) (ratio) (psf) No. 1 Embankment Fil 123.6
126.9 575.0 0.0 0.00 0.0 1 2 Silt with Sand 100.0 115.3 0.0 22.0
0.00 0.0 1 3 Ln Clay w Sand 122.3 124.3 200.0 20.0 0.00 0.0 1 4
Lean Clay 111.2 115.3 500.0 15.5 0.00 0.0 1 5 PG Sand w Silt 110.0
119.4 0.0 30.0 0.00 0.0 1 6 Lean Clay 111.2 115.3 200.0 20.0 0.00
0.0 1 7 Shale 140.0 140.0 500.0 35.0 0.00 0.0 1
No. FS 1 1.904 2 1.921 3 1.932 4 1.934 5 1.947 6 1.956 7 1.963 8
1.964 9 1.96610 1.974
GEOSTASE FSmin = 1.904
6 2 8 9 3 1 10 5 4 7
B 1 S 2
B 2 S 1
B 3 S 1
B 4 S 3
B 5 S 4
B 6 S 5 B 7 S 6
B 8 S 7
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*** GEOSTASE *** ** GEOSTASE (c)Copyright by Garry H. Gregory,
Ph.D., P.E.,D.GE ** ** Current Version 4.10.0000, July 2011 ** (All
Rights Reserved-Unauthorized Use Prohibited)
*********************************************************************************
SLOPE STABILITY ANALYSIS SOFTWARE Modified Bishop, Simplified
Janbu, or GLE Method of Slices. (Includes Spencer &
Morgenstern-Price Type Analysis) Including Pier/Pile,
Reinforcement, Nail, Tieback, Nonlinear Undrained Shear Strength,
Curved Phi Envelope, Anisotropic , Fiber-Reinforced , Boundary
Loads, Water Surfaces, Pseudo-Static & Newmark Earthquake, and
Applied Forces.
*********************************************************************************
Analysis Date: 3/ 8/ 2012 Analysis Time: 10 :44 AM Analysis By: Red
Rock Consulting, LLC Input File Name: P:\RRC\Reports\2011\11058 US
64 over Red Horse Creek, Woods Co. (Embankment)\11058 Slope
Analysis.gsd Output File Name: P:\RRC\Reports\2011\11058 US 64 over
Red Horse Creek, Woods Co. (Embankment)\11058 Slope Analysis.OUT
Unit System: English PROJECT: 11058 US 64 over Red Horse Creek,
Woods Co DESCRIPTION: Short Term Analysis BOUNDARY DATA 3 Surface
Boundaries 8 Total Boundaries Boundary X - 1 Y - 1 X - 2 Y - 2 Soil
Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 1636.00 50.00 1636.00
2 2 50.00 1636.00 138.00 1659.00 1 3 138.00 1659.00 198.00 1659.00
1 4 0.00 1630.00 198.00 1630.00 3 5 0.00 1621.00 198.00 1621.00 4 6
0.00 1606.00 198.00 1606.00 5 7 0.00 1599.50 198.00 1599.50 6 8
0.00 1580.00 198.00 1580.00 7 User Specified Y-Origin = 1571.00(ft)
Default X-Plus Value = 0.00(ft) Default Y-Plus Value = 0.00(ft)
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BASIC SOIL PARAMETERS 7 Type(s) of Soil Defined Soil Number
Moist Saturated Cohesion Friction Pore Pressure Water Water and
Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface Option
Description (pcf) (pcf) (psf) (deg) Ratio(ru) (psf) No. 1
Embankment Fil 123.6 126.9 575.0 0.0 0.00 0.0 1 0 2 Silt with Sand
100.0 115.3 0.0 22.0 0.00 0.0 1 0 3 Ln Clay w Sand 122.3 124.3
200.0 20.0 0.00 0.0 1 0 4 Lean Clay 111.2 115.3 500.0 15.5 0.00 0.0
1 0 5 PG Sand w Silt 110.0 119.4 0.0 30.0 0.00 0.0 1 0 6 Lean Clay
111.2 115.3 200.0 20.0 0.00 0.0 1 0 7 Shale 140.0 140.0 500.0 35.0
0.00 0.0 1 0 WATER SURFACE DATA 1 Water Surface(s) Defined Unit
Weight of Water = 62.40 (pcf) Water Surface No. 1 Specified by 5
Coordinate Points Pore Pressure Inclination Factor = 0.50 Point
X-Water Y-Water No. (ft) (ft) 1 0.00 1636.00 2 50.00 1636.00 3
90.00 1646.60 4 138.00 1653.50 5 198.00 1653.50 WATER SURFACE DATA
HAS BEEN SUPPRESSED TRIAL FAILURE SURFACE DATA Circular Trial
Failure Surfaces Have Been Generated Using A Random Procedure. 1000
Trial Surfaces Have Been Generated. 1000 Surface(s) Initiate(s)
From Each Of 1 Points Equally Spaced Along The Ground Surface
Between X = 50.00(ft) and X = 50.00(ft) Each Surface Terminates
Between X = 138.00(ft) and X = 198.00(ft) Unless Limit Lines Were
Specified, The Minimum Elevation To Which A Surface Extends Is Y =
1580.00(ft) 3.00(ft) Line Segments Were Used For Each Trial Failure
Surface. Restrictions Have Been Imposed Upon The Angle Of
Initiation. The Angle Has Been Restricted Between The Angles Of
-45.0 And -1.0 deg. FS CALCULATION DATA The Ten Most Critical Trial
Failure Surfaces Of Those Analyzed Are Presented Below Beginning
With The Lowest FS. The GLE (Spencer) Method (0-1) Was Selected for
FS Analysis.
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Selected fx function = Constant (1.0) SELECTED CONVERGENCE
PARAMETERS FOR GLE METHOD: Initial estimate of FS = 0.000 (A value
of zero indicates initial FS value for GLE Method was calculated by
Bishop or Janbu Method.) FS tolerance = 0.00100 Initial estimate of
theta(deg) = 7.00 Theta tolerance(radians) = 0.00100 Minimum
theta(deg) = 0.00 ; Maximum theta(deg) = 90.00 Theta convergence
Step Factor = 100.00 Maximum number of iterations = 20 Selected
Lambda Coefficient = 1.00 Forces from Reinforcement, Piers/Piles,
Soil Nails, and Applied Forces (if applicable) have been applied to
the slice base(s) on which they intersect. Specified Tension Crack
Water Force Factor = 0.000 Total Number of Trial Surfaces Attempted
= 1000 Number of Trial Surfaces With Valid FS = 1000 Statistical
Data On All Valid FS Values: FS Max = 4.199 FS Min = 1.904 FS Ave =
2.762 Standard Deviation = 0.394 Coefficient of Variation = 14.26 %
((FS for Modified Bishop Critical Surface = 1.904)) Critical
Surface is Sequence Number 316 of Those Analyzed. Theta FS FS (deg)
(Moment) (Force) (fx=1.0) (Equil.) (Equil.) Lambda 7.00 1.932 1.899
0.123 9.31 1.788 1.921 0.164 7.45 1.906 1.904 0.131 7.51 1.903
1.904 0.132 7.49 1.904 1.904 0.132 Failure Surface No. 1 is Defined
By 40 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 50.000
1636.000 2 52.848 1635.058 3 55.722 1634.197 4 58.619 1633.417 5
61.537 1632.720 6 64.473 1632.105 7 67.426 1631.574 8 70.392
1631.126 9 73.370 1630.762 10 76.357 1630.482 11 79.350 1630.287 12
82.348 1630.177 13 85.348 1630.151 14 88.348 1630.210 15 91.344
1630.354 16 94.336 1630.582
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17 97.319 1630.895 18 100.293 1631.292 19 103.254 1631.773 20
106.201 1632.337 21 109.130 1632.984 22 112.040 1633.714 23 114.928
1634.526 24 117.792 1635.419 25 120.630 1636.392 26 123.439
1637.446 27 126.217 1638.578 28 128.962 1639.788 29 131.671
1641.075 30 134.344 1642.439 31 136.976 1643.877 32 139.568
1645.389 33 142.115 1646.974 34 144.616 1648.630 35 147.070
1650.356 36 149.474 1652.151 37 151.826 1654.013 38 154.125
1655.941 39 156.368 1657.932 40 157.504 1659.000 Circle Center At X
= 84.756(ft) ; Y = 1736.289(ft) ; and Radius = 106.141(ft) *** FS =
1.904 Theta (fx = 1.0) = 7.49 *** Lambda = 0.132 Force data on the
40 slices Water Water Tie Tie Earthquake Force Force Force Force
Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 2.85
296.8 0.0 0.0 0. 0. 0.0 0.0 0.0 2 2.87 885.3 0.0 0.0 0. 0. 0.0 0.0
0.0 3 2.90 1456.2 0.0 0.0 0. 0. 0.0 0.0 0.0 4 2.92 2007.0 0.0 0.0
0. 0. 0.0 0.0 0.0 5 2.94 2535.6 0.0 0.0 0. 0. 0.0 0.0 0.0 6 2.95
3039.6 0.0 0.0 0. 0. 0.0 0.0 0.0 7 2.97 3517.0 0.0 0.0 0. 0. 0.0
0.0 0.0 8 2.98 3965.9 0.0 0.0 0. 0. 0.0 0.0 0.0 9 2.99 4384.5 0.0
0.0 0. 0. 0.0 0.0 0.0 10 2.99 4771.4 0.0 0.0 0. 0. 0.0 0.0 0.0 11
3.00 5125.0 0.0 0.0 0. 0. 0.0 0.0 0.0 12 3.00 5444.2 0.0 0.0 0. 0.
0.0 0.0 0.0 13 3.00 5727.8 0.0 0.0 0. 0. 0.0 0.0 0.0 14 3.00 5975.0
0.0 0.0 0. 0. 0.0 0.0 0.0 15 2.99 6185.0 0.0 0.0 0. 0. 0.0 0.0 0.0
16 2.98 6357.3 0.0 0.0 0. 0. 0.0 0.0 0.0 17 2.97 6491.7 0.0 0.0 0.
0. 0.0 0.0 0.0 18 2.96 6587.8 0.0 0.0 0. 0. 0.0 0.0 0.0 19 2.95
6645.9 0.0 0.0 0. 0. 0.0 0.0 0.0 20 2.93 6666.0 0.0 0.0 0. 0. 0.0
0.0 0.0 21 2.91 6648.5 0.0 0.0 0. 0. 0.0 0.0 0.0 22 2.89 6594.1 0.0
0.0 0. 0. 0.0 0.0 0.0 23 2.86 6503.5 0.0 0.0 0. 0. 0.0 0.0 0.0 24
2.84 6377.6 0.0 0.0 0. 0. 0.0 0.0 0.0 25 2.81 6217.6 0.0 0.0 0. 0.
0.0 0.0 0.0 26 2.78 6024.7 0.0 0.0 0. 0. 0.0 0.0 0.0 27 2.75 5800.5
0.0 0.0 0. 0. 0.0 0.0 0.0 28 2.71 5546.4 0.0 0.0 0. 0. 0.0 0.0
0.0
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29 2.67 5264.2 0.0 0.0 0. 0. 0.0 0.0 0.0 30 2.63 4956.0 0.0 0.0
0. 0. 0.0 0.0 0.0 31 1.02 1858.4 0.0 0.0 0. 0. 0.0 0.0 0.0 32 1.57
2725.6 0.0 0.0 0. 0. 0.0 0.0 0.0 33 2.55 4035