DRC-2014-006294 - 0901a068804abac0

&E*uYF,ELs
Encrgy Fucls Rcsources (USA) Inc.
225 Union Blvd. Suite 6@
Lakewood, CO, US,802E
3tt3 974 2140
www.e ncrgyfucls.colnDRC-2014-006292
October 16,2014
Sent VIA OVERNIGHT DELMRY
Mr. Ru.sty Lundberg
I)irector
Division of Radiation Control
Utah Department of Environmental Qualify
195 North 1950 West
P.O. Box 144850
Salt Lake Ciry. UT 841144820
Re: Transmittal of Tallings Data Analysls lteport lVhite Mesa Uranium Mlll, Radioactive
Materials License UT 19m479
Dear Mr. Lundberg:
Attached please find two copies of the Whitc Mesa Uranium Mill Tailings Data Analysis Report as
well as two CDs each containing a word searchable elcctronic copy of thc rcport.
The report addresses URS's review comments attached to the Division of Radiation Control ("DRC")
letter dated September 24,2Ar4.
If you should have any questions regarding this report please contact me at 303-389-4134.
Yours vcry lruly.
"{**4hr*---(
Exr.ncy Frlrls RrsorrRcrs (USA) Ixc.
Kathy Weinel
Quality Assurance Manager
CC; David C. Fiytlcnlund
Harold R. Roberts
David 8,. Turk
Dan Hillsten
Ssott Bakkcn
^/
© MWH
BUILDING A BETTER WOULD
Energy Fuels Resources
(USA) Inc.
WHITE MESA MILL
Tailings Data Analysis Report
October 2014
DRC-2014-006294
3665 JFK Parkway
Suite 206
Fort Collins, CO USA
Tailings Data Analysis Report

Energy Fuels Resources (USA) Inc. MWH Americas, Inc.
i October 2014
TABLE OF CONTENTS
1.0 INTRODUCTION ............................................................................................................... 1 
1.1 Project Background ............................................................................................... 1 
1.2 Objectives of Tailings Investigation ....................................................................... 2 
2.0 TAILINGS INVESTIGATION ............................................................................................ 3 
2.1 CPT Soundings ..................................................................................................... 3 
2.2 Direct Push Sampling ............................................................................................ 7 
3.0 LABORATORY INVESTIGATION .................................................................................... 8 
4.0 TAILINGS CHARACTERIZATION ................................................................................. 11 
4.1 Tailings Classification .......................................................................................... 11 
4.2 Pore Pressures .................................................................................................... 12 
4.3 Tailings Density ................................................................................................... 13 
4.4 Hydraulic Conductivity ......................................................................................... 14 
4.5 Consolidation Properties ..................................................................................... 16 
5.0 SUMMARY ...................................................................................................................... 18 
6.0 REFERENCES ................................................................................................................ 19 

LIST OF TABLES

Table 2-1 CPT Testing Summary
Table 3-1 Geotechnical Laboratory Testing Schedule
Table 3-2 Summary of Laboratory Testing Results
Table 4-1 Estimated Elevation of Top of Saturated Tailings
Table 4-2 Summary of In-Situ Tailings Density from Laboratory Testing and
Estimated from CPT Soundings
Table 4-3 Recommended Tailings Density Values for Analysis
Table 4-4 Summary of Laboratory Measured Vertical Hydraulic Conductivity
Table 4-5 Summary of Estimated Horizontal Hydraulic Conductivity from CPT Data
Table 4-6 Estimation of Hydraulic Conductivity for Sand Tailings Samples
Table 4-7 Summary of Laboratory Measured Consolidation Parameters
Table 4-8 Summary of Estimated Horizontal Coefficient of Consolidation from CPT
Soundings

LIST OF FIGURES

Figure 1-1 Regional Location Map
Figure 2-1 CPT Sounding and Sampling Locations
Figure 2-2 Thickness Contours of Interim Cover and Tailings
Figure 4-1 Estimated Elevation of Top of Saturated Tailings, October 2013
Figure 4-2 Thickness of Saturated Tailings, October 2013

LIST OF APPENDICES
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ii October 2014

Appendix A Cone Penetration Testing Results
Appendix B Subsurface Exploration Logs
Appendix C Direct Push Sampling Photographs
Appendix D Geotechnical Laboratory Test Results
Appendix E Interpretation Graphs of CPT and Laboratory Data

Tailings Data Analysis Report
Energy Fuels Resources (USA) Inc. MWH Americas, Inc.
1 October 2014
1.0 INTRODUCTION
This report presents the results of the tailings investigation of Cells 2 and 3 at the White Mesa
site. This report has been prepared for Energy Fuels Resources (USA), Inc. (EFRI) by MWH
Americas, Inc. (MWH) for submittal to the Utah Division of Radiation Control (DRC). The
objectives and background for this report and supporting data are summarized below.

The DRC requested that EFRI collect site-specific tailings data to supplement existing data used
for technical analyses in the White Mesa Reclamation Plan, Version 5.0 (Denison, 2011) and
the Infiltration and Contaminant Transport Modeling (ICTM) Report (MWH, 2010). This request
was part of DRC’s February 2013 review comments (DRC, 2013a, b) on EFRI’s August and
September 2012 responses to DRC’s Round 1 interrogatories for the White Mesa Reclamation
Plan Rev. 5.0 and the ICTM Report (EFRI, 2012a, b).

1.1 Project Background
The White Mesa Uranium Mill (Mill) is located in San Juan County in southeastern Utah,
approximately 6 miles south of Blanding, Utah. The site is located on White Mesa, a flat area
bounded on the east by Corral Canyon, to the west by Westwater Creek, and to the south by
Cottonwood Canyon. A site location map is shown in Figure 1-1. The Mill is located at an
elevation of 5,600 ft above mean sea level. EFRI facilities consist of a uranium processing mill
and five lined tailings/process solution storage cells located within an approximately 686-acre
restricted area. The tailings cells are located south of the Mill and comprise the following:

 Cell 1 – 55 acres, used for the evaporation of process solutions
 Cell 2 – 65 acres, used for storage of barren tailings sands (which has been filled
with tailings sands and covered with interim cover)
 Cell 3 – 70 acres, used for storage of barren tailings sands (which has been
partially covered with interim cover, and is currently receiving mill waste in the
center of the cell)
 Cell 4A – 40 acres, used for storage of barren tailings sands and evaporation of
process solutions
 Cell 4B – 40 acres, currently being used for evaporation of process solutions

The Mill was initially licensed by the United States Nuclear Regulatory Commission (NRC) in
August 1979, and the tailings system was licensed in May 1980 under NRC Source Material
License No. SUA-1358. After the State of Utah became an Agreement State for uranium mills
in August 2004, the NRC license was replaced with the current State of Utah License (License)
and the Ground Water Discharge Permit (GWDP).
EFRI (formerly Denison Mines (USA) Corp.) submitted an application to DRC for License
renewal on February 27, 2007 and for renewal of the GWDP on September 2, 2009. Updated
GWDP renewal applications were submitted in 2012 and 2014. Among the documents
submitted to DRC in support of the license and permit renewals, the most recent EFRI
documents reviewed by DRC for the license renewal include the Reclamation Plan, Revision 5.0
(Denison, 2011) and the ICTM Report (MWH, 2010). The ICTM Report was originally submitted
in support of the GWDP renewal. DRC provided interrogatories for these documents in March
2012 (DRC, 2012a, b) in regards to the license renewal. EFRI provided responses to these
interrogatories for the Reclamation Plan, Revision 5.0 in May and August 2012 (Denison,
Tailings Data Analysis Report
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2 October 2014
2012a; EFRI, 2012a) and for the Revised ICTM Report in May and September 2012 (Denison,
2012b; EFRI, 2012b). DRC provided review comments on EFRI’s responses in February 2013
(DRC, 2013a, b).
On April 30, 2013, EFRI, DRC, MWH, and URS Corporation (URS) met at URS’ office in
Denver, CO to discuss specific issues identified in DRC’s February 2013 review comments,
including DRC’s request for site-specific tailings data. EFRI proposed a tailings investigation to
address the request for additional information and committed to provide DRC with a work plan
for the investigation. The initial work plan for the proposed tailings investigation (MWH, 2013a)
was provided to DRC on June 24, 2013. DRC provided comments on the work plan in a letter
dated July 2, 2013 (DRC, 2013c). A revised work plan (MWH, 2013b) and responses to DRC
comments (MWH, 2013c) were provided to DRC on August 1, 2013. DRC provided approval of
the work plan verbally to EFRI on September 12, 2013 (EFRI, 2013).
Prior to starting the investigation, MWH provided a final update to the work plan to EFRI on
October 10, 2013 (MWH, 2013d). The final update included the following procedural revisions:
1) improved sample handling and shipping procedures, 2) replacement of the recommended
geotechnical laboratory with two alternative certified laboratories (due to the previously listed
laboratory no longer having a valid radioactive materials license), 3) added text to note the
settlement had been checked prior to the investigation, and 4) updated schedule for the field
investigation.
1.2 Objectives of Tailings Investigation
The objectives of the tailings investigation (outlined in the work plan) are listed below:
 Address the DRC request for site-specific tailings data
 Characterize the tailings to clarify the tailings stratigraphy and measure the
physical properties associated with tailings consolidation, settlement, and pore
water drainage
 Conduct tailings characterization with Cone Penetration Test (CPT) soundings,
direct push sampling, and geotechnical laboratory testing on selected
representative tailings samples
 Conduct the CPT soundings and sampling in areas of Cells 2 and 3 that are
accessible for exploration, and in a manner that does not damage the underlying
drainage and liner system in the cells
The results of this investigation will be used to update technical analyses to address DRC
review comments on the Reclamation Plan Revision 5.0 and the revised ICTM Report.

Tailings Data Analysis Report
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3 October 2014
2.0 TAILINGS INVESTIGATION
The tailings investigation within Cells 2 and 3 was conducted between October 15 and 23, 2013
and included CPT soundings followed by direct push sampling to calibrate the CPT results and
collect samples for geotechnical laboratory testing. The remaining cells (Cells 1, 4A and 4B)
could not be accessed with the CPT rig. Cell 1 and 4B contain process solutions only. Cell 4A
is partially filled with tailings and process solutions, with a small portion of the tailings beach
visible. In addition, there is a small area in the center of Cell 3 that could not be accessed with
a CPT rig. This inaccessible area was receiving mill waste and was not covered with interim
cover.
The health and safety practices and procedures to minimize exposure of radioactive materials
outlined in the work plan were followed during the tailings investigation.
2.1 CPT Soundings
Seven CPT soundings at locations adjacent to selected settlement monuments in both Cell 2
and Cell 3 were proposed in the approved work plan (MWH, 2013b). Figure 2-1 shows
locations where the CPT soundings were conducted for the field investigation. The locations
shown on Figure 2-1 include the same locations proposed in the work plan, as well as locations
added during the investigation. Two additional CPT soundings were conducted in Cell 2
between settlement monument 2W6-S and the Cell 2 sump location. These locations were
added during the investigation at the request of EFRI to collect additional information on water
levels near the sump. In addition, two CPT soundings, CPT-2W3A and CPT-2W4-CA, were
added for Cell 2 adjacent to settlement monuments 2W3 and 2W4-C to conduct additional pore
pressure dissipation tests at these locations. CPT-3-7S was proposed in the work plan,
however debris was encountered and refusal occurred during the CPT probe advancement, as
well as at an adjacent location where a second attempt was made (CPT-3-7SA). CPT-3-8S was
added during the investigation to replace CPT-3-7S.
ConeTec, Inc. (ConeTec) of Salt Lake City, Utah conducted the CPT soundings under
supervision by MWH personnel. The CPT soundings were performed in accordance with ASTM
D5778-12 and industry standard practices. A compression model electronic piezocone
penetrometer, with a 15-cm2 tip and a 225-cm2 friction sleeve was used for the testing.
ConeTec used a track-mounted CPT rig to advance the CPT probe into the tailings. The CPT
probe was advanced into the subsurface vertically at a constant rate to obtain a continuous
profile of the tailings at each location. Upon completion of the sounding, the CPT probe was
retracted. The holes partially caved upon retraction, and were then backfilled using bentonite
pellets from the ground surface and hydrated. The CPT probe depths for the soundings
conducted were less than the maximum allowable probe depths provided in the approved work
plan (MWH, 2013b) for all the locations except CPT-3-8S, CPT-2W6-S(2), and CPT-2W6-S(3).
For these CPT locations added during the field investigation, the maximum allowable probe
depth was estimated using the same procedure provided in the work plan and the depths were
provided to field personnel prior to conducting the soundings. The total depth of each sounding
is shown on Figure 2-1 and in Table 2-1. For comparison purposes, total thickness contours of
interim cover and tailings are provided in Figure 2-2. The total thickness of interim cover and
tailings at each CPT location, as well as each settlement monument, are also shown on Figure
2-2.
Cone tip resistance, sleeve friction, and dynamic pore pressures were measured at 2-inch
intervals for each sounding location. Shear wave velocity measurements were performed for
Tailings Data Analysis Report
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4 October 2014
locations designated in Table 2-1 and the weighted average velocity over the profile is listed in
the summary table. Pore pressure dissipation tests were conducted at select depths based on
review of CPT sounding measurements and to assist with estimating static phreatic levels or
pore pressures. A total of 28 pore pressure dissipation tests were conducted, and the results
are summarized in Table 2-1.
The ConeTec field report with CPT data and field logs for the CPT soundings is provided as
Appendix A. Field logs of CPT soundings were obtained electronically in real time during
soundings. The log recorded an approximate location and depth (0.2 foot accuracy) of each
sounding. The log includes tip and sleeve resistances, pore pressures, and other measured
parameters. In addition, the logs contain interpretations of CPT measurements using published
correlations (e.g. for soil behavior type).

Tailings Data Analysis Report
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5 October 2014
Table 2-1 CPT Testing Summary
Tailings
Cell
CPT
Sounding Elevation (ft) Latitude/
Longitude
CPT
Depth
(ft)
PPD1 Testing
Shear Wave
Velocity2
(ft/s)
PPD
Depth
(ft)
Pore
Pressure
at PPD
Depth (ft)
Water Table
Calculated
from PPD
Test (ft)
Cell 2
CPT-2W2 5615.86 37.533317/
-109.512367 20.34 13.94 11.2 2.8 459
CPT-2W3 5615.72 37.533617/
-109.511300 21.65 18.54 18.4 0.2 457 21.65 24.1 --
CPT-2W3A 5615.72 37.533617/
-109.511283 4.43
3.12 0 3.2
-- 3.94 0 3.9
4.43 4.2 0.2
CPT-2W4-C 5616.24

37.533100/
-109.509967 26.57 17.39 12.1 5.3 510
CPT-2W4-CA 5616.24

37.533100/
-109.509950 9.35 6.07 0.6 5.5 -- 9.35 5.2 4.2
CPT-2W5-C 5615.86

37.532917/
-109.508467 30.18 12.63 11.0 1.7 606
CPT-2W6-S 5615.85 37.532183/
-109.507033 29.20 15.09 4.5 10.6 485
29.20 16.9 12.3 --
CPT-2W6-S(2) 5614.93 37.532133/
-109.507417 25.59 19.85 7.8 12.0 --
CPT-2W6-S(3) 5614.66 37.532050/
-109.507700 25.10 21.65 12.9 8.8 --
CPT-2W7-C 5619.60 37.532533/
-109.505300 28.05 15.09 8.5 6.5 539
CPT-2E1 5619.95 37.532800/
-109.503700 28.05 20.51 11.3 9.2 530
Notes
1. PPD = pore pressure dissipation
2. Shear wave velocities were measured for the CPT soundings indicated. The velocity values listed are the weighted average over the profile.

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Table 2-1 CPT Testing Summary (continued)
Tailings
Cell
CPT
Sounding Elevation (ft) Latitude/
Longitude
CPT
Depth
(ft)
PPD Testing
Seismic
Velocity
(ft/s)
PPD
Depth
(ft)
Pore
Pressure
at PPD
Depth (ft)
Water Table
Calculated
from PPD
Test (ft)
Cell 3
CPT-3-1S 5612.56 37.530767/
-109.515350 17.88 12.80 8.2 4.6 488
CPT-3-2C 5610.82 37.532400/
-109.513783 20.34 12.47 6.9 5.5 463
CPT-3-3S 5609.63 37.530600/
-109.514433 23.79 18.86 14.9 4.0 549
CPT-3-4N 5608.70 37.530600/
-109.514467 21.16 13.12 13.8 -- 369
21.16 18.5 2.7 --
CPT-3-6N 5607.44 37.531933/
-109.511650 18.54 8.86 5.6 3.2 418
18.54 15.3 3.2 --
CPT-3-7S3 5607.63 37.531330/
-109.508800 8.04 No PPD Test --
CPT-3-7SA3 5607.63 37.529600/
-109.508067 10.01 9.02 9.4 -- --
CPT3-8N 5608.37 37.529783/
-109.505833 15.26 10.01 6.5 3.5 518
CPT-3-8S 5608.70

37.529050/
-109.504883 15.26
3.94 4.6 --
494 6.07 0.8 5.3
15.26 10.2 5.1
Notes
1. PPD = pore pressure dissipation
2. Shear wave velocities were measured for the CPT soundings indicated. The velocity values listed are the weighted average over the profile.
3. Refusal at 8 and 10 feet for CPT-3-7S and CPT-3-7SA, respectively. CPT-3-8S added to replace this location.
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October 2014
2.2 Direct Push Sampling
Direct push sampling was completed after the CPT soundings. ConeTec performed the direct
push sampling under the direction of MWH personnel. It was proposed in the approved work
plan to have two locations per tailings cell (four total) selected during the field program based on
the results of the CPT soundings. Direct push sampling was actually conducted at the nine
sampling locations shown on Figure 2-2. The locations were selected to span the range of
material responses (e.g. pore pressures, soil behavior types) measured during CPT testing, as
well as to provide sufficient tailings samples for laboratory testing. Samples depths were
selected based on review of the CPT results.

Piston-type samplers were used to collect relatively undisturbed samples without generating soil
cuttings. The direct push samplers were deployed from the CPT rig. The samplers have 1.5-
inch inner diameters and are 24 inches in length. The soil sampler was initially pushed in a
“closed” position to the desired sampling interval. The inner cone tip portion of the sampler was
then retracted leaving a hollow sampler with an inner liner containing soil sample tubes (1.5
inches in diameter). The hollow sampler was then pushed in a locked “open” position to collect
a soil sample. The filled sampler and push rods were then retrieved to the ground surface.

Each sample was assigned a designation based on the tailings cell number, site location, and
the depth interval. The sample designation and date was recorded on the sample tube. Each
sample tube had the end caps secured with wax. Upon completion of direct push sampling, the
sampler was retracted. The holes partially caved upon retraction, and were then backfilled
using bentonite pellets from the ground surface and hydrated.
The primary objective of the direct push sampling was to provide site-specific correlation of CPT
results. Samples collected were shipped to S&ME, Inc. (S&ME) in Knoxville, Tennessee.
Handling and shipping of samples was conducted in accordance with EFRI standard procedures
for the Mill. Geotechnical laboratory testing was conducted on selected samples and the results
are summarized in Section 3.
A sampling log was recorded for each direct push location. The logs are provided in Appendix
B. Photographs of samples collected are provided as Appendix C.

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October 2014
3.0 LABORATORY INVESTIGATION
Geotechnical laboratory testing was conducted on selected samples collected during the tailings
investigation. Laboratory testing was conducted by S&ME in Knoxville, Tennessee. S&ME has
a current radioactive materials license for geotechnical testing of radioactive soil samples.
S&ME was listed as a potential geotechnical laboratory for the tailings samples in the final
version of the work plan provided to EFRI on October 10, 2013. This laboratory, as well as
CB&I Federal Services, LLC, were added to the work plan to replace Advanced Terra Testing,
Inc. as potential testing laboratories after Advanced Terra Testing, Inc. informed MWH that their
radioactive materials license was currently in the process of being renewed and would not be
valid at the time of the investigation. Laboratory tests included natural water content, in-situ dry
density, grain-size analysis (sieve and hydrometer), Atterberg limits, specific gravity, hydraulic
conductivity, and consolidation testing. The number and type of tests are summarized in Table
3-1. The actual testing schedule is similar to the anticipated testing schedule in the approved
work plan. The actual testing schedule was updated from the schedule listed in the approved
work plan based on review of actual samples collected. The tested samples were selected to
span the range of tailings materials encountered and to provide a site-specific correlation of
CPT sounding results. All laboratory testing was conducted according to applicable ASTM
standards. A detailed summary of the results (Table D-1) and the S&ME laboratory testing
report are provided in Appendix D. The test results are summarized in Table 3-2 by tailings type
(i.e. sand, sand-slime, and slime). Evaluation of tailings type is discussed in Section 4.1.
Table 3-1 Geotechnical Laboratory Testing Schedule
Geotechnical Laboratory Test No. of Tests ASTM Standard
Natural Moisture Content and Density 34 ASTM D2216 and D2937
Particle Size (sieve and hydrometer) 8 ASTM D422
Particle Size (sieve and No. 200 wash) 11 ASTM D6913
Particle Size (No. 200 wash) 1 ASTM D6913
Specific Gravity 5 ASTM D854
Atterberg Limits 13 ASTM D4318
Permeability Test 5 ASTM D5084
Consolidation Test 5 ASTM D2435

It is likely that gypsum is present in the tailings at White Mesa, based on the ore geology and
the acid leach process used in the mill. However, the laboratory testing procedures were not
modified to account for gypsum. This is consistent with tailings characterization testing
conducted at other uranium tailings facilities under Uranium Mill Tailings Remedial Action
(UMTRA) work for the U.S. Department of Energy (DOE). If gypsum is present in the tailings,
testing results for moisture content and particle size distribution (using the hydrometer) can
show higher values of natural moisture content and fines content using standard testing
methods than sample preparation and testing procedures modified to account for gypsum.
Saturated tailings thicknesses were estimated using CPT testing results, and natural moisture
contents were measured as a check for estimating the saturated tailings thicknesses. Use of
higher natural moisture contents for this evaluation would result in conservatively high saturated
tailings thicknesses. In addition, the results of this evaluation would not change if the natural
moisture contents were reduced. Natural moisture contents will not be used in any future
technical analyses for the Reclamation Plan and ICTM Report. The measured percent fines for
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October 2014
the tailings samples were used with the CPT test results to classify the tailings (see Section
4.1). The tailings were classified using the method from Larson and Mitchell (1986) based on
measured laboratory and CPT data for uranium tailings from numerous sites. The measured
laboratory data used for the Larson and Mitchell (1986) study did not account for gypsum in the
tailings. Therefore, the tailings classification for the White Mesa tailings would not change if the
hydrometer testing were modified to account for gypsum. The measured percent fines of the
tailings will be used for liquefaction analyses, but is not planned to be used for any other
technical analyses for the Reclamation Plan and ICTM Report. A reduction in the percent fines
to account for gypsum in the tailings would not significantly affect the tailings liquefaction
analysis results.
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Table 3-2 Summary of Laboratory Testing Resultsa
Tailings
Typeb
% Finer
than No.
200 Sieve
Natural
Water
Content (%)
In-Situ Dry
Density (pcf)
Atterberg Limits (%)c Hydraulic
Conductivity
(cm/s)
Consolidation Propertiesf
LL PL PI Specific
Gravity Cc cvg (cm/s)
Sand
18
(11.2 – 29.2)
27
(25.5 – 29.2)
97
(93.5 – 98.3) Not Tested Not Tested Not Tested Not Tested
Sand-
Slime
47
(34.2 – 58.1)
35
(13.2 – 71.6)
88
(56.2 – 114.4)
34
(26 – 54)
23
(19 – 30)
10
(6 – 24)
2.80
(2.77 – 2.84)
9.0E-07e
(1.6E-07 – 3.3E-06)
0.32
(0.11 – 0.66)
0.001
(0.0005 –
0.002)
Slime
71
(60.2 – 97.0)
41
(29.3 - 63.8)
78
(61.0 – 94.6)
41
(31 – 68)
26
(23 – 36)
16
(7 – 32)
2.86d
(2.85 – 2.86)
1.3E-06d,e
(1.7E-07 – 9.8E-06)
0.28d
(0.27 – 0.28)
0.002d
(0.0005 –
0.003)
Notes:
a. Average laboratory values shown in table with ranges shown in parentheses
b. Sand tailings (0 – 30% fines); Sand-slime tailings (30 – 60% fines); Slime tailings (60 – 100% fines) (adjusted from ranges defined in Larson and
Mitchell, 1986)
c. NP = non-plastic; LL = liquid limit (%); PL = plastic limit (%); PI = plasticity index (%)
d. Two samples tested.
e. Geometric mean
f. Cc = compression index; cv = coefficient of consolidation
g. cv value estimated from linear portion of consolidation curve
cm/s = cubic meters per second, pcf = pounds per cubic foot
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4.0 TAILINGS CHARACTERIZATION
CPT field data and laboratory testing results were used to characterize the tailings at the White
Mesa site. Material properties estimated based on this data will be used in technical analyses to
address DRC review comments on the Reclamation Plan Revision 5.0 and the revised ICTM
Report. Appendix E includes figures used to assist with interpreting the CPT and laboratory
data.
4.1 Tailings Classification
A number of criteria have been used for classifying soil types from CPT measurements,
including the method by Lunne, Robertson, and Powell (1997). This method is based on soil
behavior type zones, and is used by the CPT contractor, ConeTec. The criteria used to
categorize the tailings for this investigation were based upon criteria used by the DOE for
interpreting CPT tests in uranium tailings (Larson and Mitchell, 1986). As noted in Larson and
Mitchell (1986), classification of tailings using soil behavior type zones similar to the method by
Lunne, Robertson, and Powell (1997) result in a higher level of uncertainty than the
classification method presented in Larson and Mitchell (1986). The DOE criteria divide uranium
tailings into three general categories based upon the percentage of material finer than the No.
200 sieve (% fines) by weight as follows:
 Sand Tailings (0 to 30 percent passing the No. 200 sieve)
 Sand-Slime Tailings (30 to 70 percent passing the No. 200 sieve)
 Slime Tailings (70 to 100 percent passing the No. 200 sieve)
The DOE criteria provide a correlation between CPT results, specifically the cone tip resistance
and the side-friction/tip-resistance ratio, and these three tailings classifications. This correlation
from Larson and Mitchell (1986) is shown on Figure E.1-1 in Appendix E. CPT data from the
White Mesa tailings investigation are shown on the graph for locations where laboratory data is
also available. The data points are designated as sand, sand-slime, or slime tailings based on
their respective laboratory measured percent passing the No. 200 sieve results. The measured
percent passing the No. 200 sieve value is shown adjacent to each data point. As shown in the
figure, the samples classified as sand tailings based on percent fines fall within the sand-slime
tailings range of the graph (neglecting the one outlier sample result). The samples classified as
sand-slime tailings based on percent fines fall within both the sand-slime and slime tailings
ranges on the graph. The samples classified as slime tailings based on percent fines fall within
the slime tailings range on the graph. Correlation with the laboratory results for percent fines
and the Larson and Mitchell (1986) graph indicate that better site-specific correlation would be
obtained if the material definitions based on percent fines were modified and the curves
adjusted so that the sand/sand-slime tailings are combined and the sand-slime/slime cutoff is
shifted. The recommended modifications to the classifications for the White Mesa tailings are
listed below and Figure E.1-2 shows the data points classified using this criteria on the adjusted
graph.
 Sand Tailings (0 to 30 percent passing the No. 200 sieve)
 Sand-Slime Tailings (30 to 60 percent passing the No. 200 sieve)
 Slime Tailings (60 to 100 percent passing the No. 200 sieve)
Tailings Data Analysis Report
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12 October 2014
Figure E.1-3 and Figure E.1-4 show all the CPT data (cone resistance versus friction ratio) for
Cells 2 and 3, respectively, along with the adjusted graph for denoting the division between
sand/sand-slime and slime tailings. Using these figures, approximately 20 percent of the
tailings are categorized as slime tailings and the remainder is categorized as sand and sand-
slime tailings for both Cell 2 and Cell 3. Figure E.1-5 through Figure E.1-20 show the CPT
data (cone resistance versus friction ratio) for each CPT location and the recommended
sand/sand-slime and slime tailings division. These figures indicate a range of approximately 5
to 50% tailings slimes for the CPT soundings in both Cell 2 and Cell 3.
Review of these figures, as well as the boring logs and laboratory results indicate there is
minimal segregation of tailings within each cell. This is expected, since the tailings discharge
points in Cells 2 and 3 were located throughout the cells and not just along the perimeter. The
tailings in Cells 2 and 3 also appear to be similar in particle size distribution and other
geotechnical characteristics. The tailings within Cells 2 and 3 were processed from similar ores
and using the same crushing, grinding and processing procedures. The tailings within Cells 2
and 3 are expected to be relatively uniform based on tailings deposition history and tailings
processing procedures.
4.2 Pore Pressures
Both CPT pore pressure dissipation tests and dynamic pore pressure measurements were
evaluated to estimate the top of the saturated tailings zone. Equilibrium pore pressures
measured during pore pressure dissipation tests often yield values that are higher than actual
steady-state pore pressure at the specific location and depth. Figure E.2-1 through Figure E.2-
16 show pore pressure versus elevation for the CPT soundings. Dynamic pore pressures and
the results from the pore pressure dissipation tests are shown on the figures. The estimated
elevation of the top of the saturated tailings shown on the figures was selected as the depth
where continuous elevated dynamic pore pressures were encountered. Dynamic pore
pressures typically represent the upper bound of the actual equilibrium pore pressures since
they are the sum of the equilibrium pore pressure and excess pore pressures due to shearing.
The pore pressures due to shearing are usually positive unless the tailings are heavily
overconsolidated. There are some thin zones within the saturated tailings where dynamic pore
pressures are less than hydrostatic pressures, indicating potential heavily overconsolidated
lenses. There are also some lenses of elevated pore pressures at shallow depths, but these
are considered perched zones in the interim cover and/or tailings due to seasonal fluctuations.
Hydrostatic pore pressures with depth are shown on the figures and were used to assist with
estimating the top of the saturated tailings by evaluating the trend of pore pressures below this
depth. The estimated elevations of the top of the saturated tailings at the CPT locations are
listed in Table 4-1 and shown in Figure 4-1. Figure 4-2 shows the estimated saturated tailings
thicknesses.
As shown in Figure 4-1, the top of saturated tailings elevation is lower for locations closer to the
Cell 2 sump, indicating migration of water towards the sump in Cell 2. For Cell 3, the top of
saturated tailings elevations range from approximately 5603 to 5606 feet. Dewatering has not
yet started in Cell 3; therefore, it is expected that the tailings would have a relatively consistent
top of saturated tailings elevation. EFRI measured water level elevations in the Cell 3 sump
through the spring of 2011. The water level elevations measured during 2010 through 2011
ranged from 5600 to 5605 feet, and were similar to the top of saturated tailings elevation
estimated from the recent tailings investigation. Additional mill waste has been added to Cell 3,
but additional process solutions have not been added; therefore it is reasonable to assume that
Tailings Data Analysis Report
Energy Fuels Resources (USA) Inc. MWH Americas, Inc.
13 October 2014
the past water level readings are similar to the top of the saturated tailings elevations estimated
from the field investigation.
Table 4-1 Estimated Elevation of Top of Saturated Tailings
Tailings
Cell
CPT
Sounding
CPT Sounding
Ground Surface
Elevation (ft)
Estimated Depth
to Top of
Saturated
Tailings (ft)
Estimated
Elevation at Top
of Saturated
Tailings (ft)
Cell 2
CPT-2W2 5615.86 3.9 5611.96
CPT-2W3/CPT-2W3A 5615.72 4.3 5611.42
CPT-2W4-C/CPT-2W4-CA 5616.24 8.9 5607.34
CPT-2W5-C 5615.86 10.0 5605.86
CPT-2W6-S 5615.85 11.5 5604.35
CPT-2W6-S(2) 5614.93 11.0 5603.93
CPT-2W6-S(3) 5614.66 11.5 5603.16
CPT-2W7-C 5619.60 9.2 5610.40
CPT-2E1 5619.95 11.2 5608.75
Cell 3
CPT-3-1S 5612.56 8.7 5603.86
CPT-3-2C 5610.82 5.6 5605.22
CPT-3-3S 5609.63 3.8 5605.83
CPT-3-4N 5608.70 3.8 5604.90
CPT-3-6N 5607.44 4.2 5603.24
CPT3-8N 5608.37 3.5 5604.87
CPT-3-8S 5608.70 5.2 5603.50

4.3 Tailings Density
Density testing was performed on sand, sand-slime and slime tailings samples collected from
the direct push sampling. The testing results were presented in Table 3-2 and are summarized
below in Table 4-2. Figure E.2-1 and Figure E.2-2 show laboratory-measured total and dry
density values versus depth, respectively. The data points are designated as sand, sand-slime,
or slime tailings based on the modified criteria provided in Section 4.1. The range of measured
densities is also shown on the figures. The figures indicate that there is not a relationship for
density with depth. Density values for sand tailings samples are typically higher than for slime
tailings samples. Density values for sand-slime tailings vary across the total range of measured
values for all tailings types. Figure E.2-3 through Figure E.2-10 show laboratory measured total
and dry density versus depth for each CPT location where samples were collected to measure
in-situ densities. These figures also indicate that there is not a clear increase in density of
tailings with depth.

Tailings Data Analysis Report
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14 October 2014
Table 4-2 Summary of In-Situ Tailings Density from Laboratory Testing
Tailings Typea In-Situ Dry
Densityb (pcf)
In-Situ Total
Densityb (pcf)
Sand
97
(93.5 – 98.3)
123
(120.8 – 124.9)
Sand-Slime
88
(56.2 – 114.4)
114
(96.4 – 129.5)
Slime
78
(61.0 – 83.6)
108
(98.4 – 122.7)
Average 86 112
Notes:
a. Sand tailings (0 – 30% fines); Sand-slime tailings (30 – 60% fines); Slime tailings (60 – 100%
fines) (adjusted from Larson and Mitchell, 1986)
b. Average laboratory values with ranges shown in parentheses.
pcf = pounds per cubic foot

Total density was estimated from CPT data using 1) the relationship provided in Robertson and
Cabal (2012) for a correlation with friction ratio and cone resistance, and 2) the relationship
provided in Lunne et al. (1997) for a correlation with the CPT soil behavior type index. The dry
density was calculated using the total unit weight and the average measured specific gravity of
2.82 for locations where the tailings are expected to be saturated. Comparisons of laboratory
measured dry density versus estimated dry density values from the CPT data using Robertson
and Cabal (2012) and Lunne et al. (1997) are shown on Figure E.2-11 and Figure E.2-12,
respectively. The results indicate that neither relationship provides a good correlation with
measured data at the same depths. Laboratory measured dry density values were also plotted
versus CPT measured values for cone resistance and friction ratio in Figure E.2-13 and Figure
E.2-14, respectively. These figures indicate that there is not a direct relationship between CPT
cone resistance or friction ratio with in-situ dry densities for this data. Since a reliable
correlation between the CPT data and in-situ density was not developed, the average measured
tailings densities listed in Table 4-3 should be used with materials classified according to Figure
E.1-2.

Table 4-3 Recommended Tailings Density Values for Analysis
Tailings Type Dry Density (pcf) Total Density
(pcf)
Sand/Sand-Slime 90 116
Slime 78 108
pcf = pounds per cubic foot

4.4 Hydraulic Conductivity
Hydraulic conductivity testing was performed for sand-slime and slime tailings samples collected
from the direct push sampling. The testing results were presented in Table 3-2 and are
summarized below in Table 4-4. The geometric mean vertical hydraulic conductivities of the
sand-slime and slime tailings are similar at approximately 1 x 10-6 cm/s.

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15 October 2014
Table 4-4 Summary of Laboratory Measured Vertical Hydraulic Conductivity
Tailings
Type Vertical Hydraulic Conductivitya (cm/s)
Sand-Slime
9.0E-07
(1.6E-07 – 3.3E-06)
Slime
1.3E-06
(1.7E-07 – 9.8E-06)
Note: Geometric mean with range of values shown in parentheses.
cm/s = cubic meters per second

The horizontal hydraulic conductivities of the sand-slime and slime tailings were estimated using
CPT data and the relationship provided in Robertson and Cabal (2012), based on CPT soil
behavior. The results are shown in Table 4-5 for the depths where vertical hydraulic
conductivities were measured. The estimated geometric mean horizontal hydraulic
conductivities for the sand-slime and slime tailings are similar, with values of 6.8 x 10-6 and 3.5 x
10-6 cm/s, respectively. The calculated anisotropy ratio (hydraulic conductivity to vertical
hydraulic conductivity) of the sand-slime and slime tailings is on the order of 2 to 3, excluding
the result of 68 for CPT-2W6-S(3).

Table 4-5 Summary of Estimated Horizontal Hydraulic Conductivity from CPT Data
Tailings Type Location and Depth
Estimated
Horizontal
Hydraulic
Conductivity
(cm/s)
Laboratory
Measured
Vertical
Hydraulic
Conductivity
(cm/s)
Calculated Hydraulic
Conductivity
Anisotropy Ratio
(horizontal/vertical)
Sand-Slime

CPT-2W2 at 7.5 – 8’ 3.8E-06 1.4E-06 3
CPT-2W3 at 7 – 8.5’ 7.4E-06 3.3E-06 2
CPT-2W6-S(3) at 15 – 15.5’ 1.1E-05 1.6E-07 68
Geometric mean 6.8E-06 9.0E-07 8
Slime CPT-2W6-S(2) at 13 – 13.5 4.9E-07 1.7E-07 3
CPT-2W6-S(3) at 15 – 15.5’ 2.5E-05 9.8E-06 3
Geometric mean 3.5E-06 1.3E-06 3
cm/s = cubic meters per second

The sand tailings samples did not have sufficient cohesion to be used for specimens for
hydraulic conductivity testing. Hydraulic conductivity was estimated using 1) CPT data and the
relationship shown in Robertson and Cabal (2012), and 2) measured grain-size analyses and
the empirical relationships from Fair-Hatch and Harlman (McWhorter and Sunada, 1977). The
results are shown in Table 4-6. Assuming a horizontal to vertical conductivity ratio of
approximately 1, the results indicate an isotropic hydraulic conductivity of approximately 1 x 10-5
to 3 x 10-5 cm/s for the sand tailings.

The permeability test results for the White Mesa sand, sand-slime, and slime tailings are
consistent with other published uranium tailings test results (Keshian and Rager, 1986).
Tailings Data Analysis Report
Energy Fuels Resources (USA) Inc. MWH Americas, Inc.
16 October 2014
Table 4-6 Estimation of Hydraulic Conductivity for Sand Tailings Samples
Tailings
Cell
Sampling
Location
Sample
Depth
Interval
(ft)
% Passing
No. 200
Sieve
Estimated Hydraulic
Conductivity
using Fair-Hatch and
Harlman relationships
(cm/s)
Estimated Horizontal
Hydraulic Conductivity
using CPT data and
relationship from
Robertson and Cabal
(2012) (cm/s)
Cell 2 CPT-2E1 18.5 - 19’ 29.2 1.5.E-05 1.8E-05
Cell 3 CPT-3-4N
6.5 - 7 13.0 4.9.E-05 2.6E-04
8.5 - 9 19.6 2.5.E-05 1.3E-05
11 – 11.5 11.2 4.8.E-05 2.2E-07
Geometric mean 3.1E-05 1.1E-05
cm/s = cubic meters per second

4.5 Consolidation Properties
Results of laboratory consolidation testing on samples obtained from the direct push sampling
were used to estimate consolidation parameters including the compression index (Cc) and the
vertical coefficient of consolidation (cv). Cc provides an indication of the amount of compression
that can be expected under a change in loading, with higher values of Cc indicating greater
compression and larger settlements. The parameter cv provides an indication of the
consolidation rate with vertical pore water pressure dissipation, with higher cv values indicating
more rapid consolidation. Consolidation tests were performed on sand-slime and slime tailings
samples. The sand tailings samples did not have sufficient cohesion to be used for
consolidation testing. The consolidation testing results for the samples tested were presented in
Table 3-2 and are summarized below in Table 4-7. The results for consolidation parameters
are similar for sand-slime and slime tailings, with an average Cc value of approximately 0.3 and
an average cv value of approximately 0.001 to 0.002 cm2/s.

Table 4-7 Summary of Laboratory Measured Consolidation Parameters
Tailings
Type Cc cv (cm2/s)
Sand-
Slime
0.32
(0.11 – 0.66)
0.001
(0.0005 – 0.002)
Slime
0.28
(0.27 – 0.28)
0.002
(0.0005 – 0.003)
cm2/s = square cubic meters per second

The measured Cc and cv values for the sand-slime and slime tailings samples are consistent
with published test results for other uranium tailings samples (Keshian and Rager, 1986).

Values of Cc from the consolidation testing were compared with Atterberg limits and in-situ
density test results in Figure E.4-1 and Figure E.4-2, respectively. Figure E.4-1 indicates there
is not a relationship between Atterberg limits and Cc values for the samples tested. Figure E.4-
2 indicates a relationship of increasing Cc values with decreasing in-situ dry densities with a
value of Cc of 0.3 representative of the majority of the samples. Figure E.4-3 shows the
consolidation test results for each sample tested and this graph also indicates a relationship of
increasing Cc values with decreasing in-situ dry densities.
Tailings Data Analysis Report
Energy Fuels Resources (USA) Inc. MWH Americas, Inc.
17 October 2014

The results of CPT pore pressure dissipation tests can be used to estimate the horizontal
coefficient of consolidation for sands using the leading theoretical solution by Teh and Houlsby
(1991) with the rigidity index estimated based on plasticity index (PI) from relationship presented
in Keaveny & Mitchell (1986). The horizontal coefficient of consolidation (ch) provides an
indication as to the rate of consolidation when pore water is dissipated horizontally, with higher
ch values indicating more rapid consolidation. The results are summarized in Table 4-8. Only
locations where laboratory samples were collected and tested at the same depth were
evaluated. The results indicate ch values ranging from 0.3 to 0.8 cm2/s.

Table 4-8 Summary of Estimated Horizontal Coefficient of Consolidation from CPT
Soundings
Tailings
Cell
Sampling
Location Tailings Type PPD
Depth (ft)
Estimated
ch
(cm2/s)
Cell 2 CPT-2W2 Sand-Slime 13.94 0.62
Cell 3
CPT-3-4N Sand 13.12 0.51
CPT-3-6N Sand-Slime 8.86 0.34
Slime 18.54 0.84
cm2/s = square cubic meters per second

Tailings Data Analysis Report
Energy Fuels Resources (USA) Inc. MWH Americas, Inc.
18 October 2014
5.0 SUMMARY
The tailings investigation was conducted to address DRC’s request for site-specific tailings
information. The results of this investigation will be used to update technical analyses to
address DRC review comments on the Reclamation Plan Revision 5.0 and the revised ICTM
Report. The tailings characteristic parameters presented in this document are based on the
methods presented and our experience with similar materials. Any analyses conducted using
these parameters will consider the conditions and assumptions under which the values were
developed.
The results of the tailings investigation indicate the tailings within Cells 2 and 3 are relatively
uniform with minimal segregation of tailings within each cell. The tailings within Cells 2 and 3
are similar in particle size distribution and other geotechnical characteristics. Therefore, it is
reasonable to assume the test results from the investigation are representative for both cells.
A correlation between tailings classification and CPT results (i.e., cone resistance and friction
ratio) was discussed in Section 4.1 and shown in Figure E.1-3 and Figure E.1-4 for Cell 2 and
Cell 3, respectively. These figures classify the tailings as sand/sand-slime tailings or slime
tailings based on CPT results. This criteria was developed based on calibration of laboratory
data with CPT results. It is recommended that the materials identified in the CPT soundings be
classified according to this criteria as sand/sand-slime tailings or slime tailings, and that the
laboratory values representing these tailings classifications be used for future technical
analyses.

Tailings Data Analysis Report
Energy Fuels Resources (USA) Inc. MWH Americas, Inc.
19 October 2014
6.0 REFERENCES
Denison Mines (USA) Corp. (Denison), 2011. Reclamation Plan White Mesa Mill, Blanding,
Utah, Version 5.0. September.
Denison Mines (USA) Corp. (Dension) 2012a. Responses to Interrogatories – Round 1 for
Reclamation Plan, Revision 5.0, March 2012. May 31.
Denison Mines (USA) Corp. (Dension) 2012b. Responses to Interrogatories – Round 1 for the
Revised Infiltration and Contaminant Transport Modeling Report, March 2010. May 31.
Energy Fuels Resources (USA) Inc. (EFRI), 2012a. Responses to Interrogatories – Round 1 for
Reclamation Plan, Revision 5.0, March 2012. August 15.
Energy Fuels Resources (USA) Inc. (EFRI), 2012b. Responses to Interrogatories – Round 1 for
the Revised Infiltration and Contaminant Transport Modeling Report, March 2010.
September 10.
Energy Fuels Resources (USA) Inc. (EFRI), 2013. Email from Jo Ann Tishler (EFRI) to John
Hultquist (DRC) confirming comments from John Hultquist on September 12, 2013 that the
responses to DRC comments on the Tailings Characterization Work Plan were satisfactory
to DRC, that DRC had no further comments on the revised plan, and that MWH could
proceed with the field investigation. September 12.
Keaveny, J.M. and J.K. Mitchell, 1986. Strength of Fine-Grained Soils Using the Piezocone. Use
of In Situ Tests in Geotechnical Engineering, GSP 6, American Society of Civil Engineers,
Reston, VA, USA, pp. 668-685.
Keshian B. and R.E. Rager. 1988. Geotechnical Properties of Hydraulically Placed Uranium
Tailings. Hydraulic Fill Structures, ASCE Geotechnical Special Publication No. 21, pp.227-
254
Larson, N.B., and B. Mitchell, 1986. Cone Penetrometer Use on Uranium Mill Tailings. Use of
In-sit Tests in Geotechnical Engineering . Samuel P. Clemence, Editor, Proceedings of a
conference sponsored by the Geotechnical Engineering Division of the American Society of
Civil Engineers, Geotechnical Special Publication No. 6.
Lunne, T., P.K. Robertson, and J.J.M. Powell, 1997. Cone Penetration Testing in Geotechnical
Practice. Blackie Academic, EF Spon/Routledge Publ., New York.
McWhorter, D.B. and D.K. Sunada, 1977. Ground-Water Hydrology and Hydraulics. Water
Resources Publications, Colorado.
MWH Americas, Inc. (MWH), 2010. Denison Mines (USA) Corp. Revised Infiltration and
Contaminant Transport Modeling Report, White Mesa Mill Site, Blanding, Utah. Report
prepared for Denison Mines. March.
MWH Americas, Inc. (MWH), 2013a. Energy Fuels Resources (USA) Inc. (EFRI) White Mesa
Mill Tailings Characterization and Analysis Work Plan. Report prepared for EFRI. June.
Tailings Data Analysis Report
Energy Fuels Resources (USA) Inc. MWH Americas, Inc.
20 October 2014
MWH Americas, Inc. (MWH), 2013b. Energy Fuels Resources (USA) Inc. (EFRI) White Mesa
Mill Tailings Characterization and Analysis Work Plan. Report prepared for EFRI. July.
MWH Americas, Inc. (MWH), 2013c. DRC Request for Information for White Mesa Mill Tailings
Characterization and Analysis Work Plan. Letter from MWH to EFRI. July 30.
MWH Americas, Inc. (MWH), 2013d. Energy Fuels Resources (USA) Inc. (EFRI) White Mesa
Mill Tailings Characterization and Analysis Work Plan. Report prepared for EFRI. October.
Robertson, P.K., and K.L. Cabal, 2012. Guide to Cone Penetration Testing for Geotechnical
Engineering. 5th Edition. November.
Teh, C.I. and G.T. Houlsby, 1991. An Analytical Study of the Cone Penetration Test in Clay.
Geotechniqure, 41 (1): 17-34.
Utah Department of Environmental Quality, Division of Radiation Control (DRC), 2012a.
Denison Mines (USA) Corp’s White Mesa Reclamation Plan, Rev. 5.0, Interrogatories –
Round 1. March.
Utah Department of Environmental Quality, Division of Radiation Control (DRC), 2012b.
Denison Mines (USA) Corp’s Revised Infiltration and Contaminant Transport Modeling
Report, Interrogatories – Round 1. March.
Utah Department of Environmental Quality, Division of Radiation Control (DRC), 2013a.
Radioactive Material License (RML) Number UT 1900479: Review of September 10,
2012 Energy Fuels Resources (USA), Inc. Responses to Round 1 Interrogatories on
Revised Infiltration and Contaminant Transport Modeling (ICTM) Report, White Mesa
Mill Site, Blanding, Utah, report dated March 2010. February 7.
Utah Department of Environmental Quality, Division of Radiation Control (DRC), 2013b. Review
of August 15, 2012 (and May 31, 2012) Energy Fuels Resources (USA), Inc. Responses
to Round 1 Interrogatories on Revision 5 Reclamation Plan Review, White Mesa Mill,
Blanding, Utah, report dated September 2011. February 13.
Utah Department of Environmental Quality, Division of Radiation Control (DRC), 2013c. Review
of Energy Fuels Resources (USA) Inc. White Mesa Mill Tailings Characterization and
Analysis Work Plan, June 2013: DRC Request for Information. July 2.

FIGURES 
REGIONAL LOCATION MAP FIGURE 1-1
1009740 LOC MAP
WHITE MESA MILL TAILINGS CHARACTERIZATION
OCT 2014
Energy Resources (USA) Inc.Fuels
White Mesa Mill Site
CELL 3
CELL 4B
CELL 4A
CELL 2
CELL 1
APPROXIMATE EXTENT OF CELL (TYP)CPT-2W2
CPT-2W5-C
CPT-2W6-S
CPT-2W6-S(2)
(25.59)
CPT-2W6-S(3)
(25.10)
CPT-2W7-C
CPT-2E1
CPT-3-8S
CPT-3-8N
CPT-3-6N
CPT-3-4N
CPT-3-3S
CPT-3-2C
CPT-3-1S
CPT-3-7S (SEE NOTE 1)
(SEE NOTE 1 AND 2)
(SEE NOTE 2)
(SEE NOTE 2)
CPT-2W3
CPT-2W4-C
2W1
2W2
(20.34)
2W3
(21.65)
2W3-S
2W4-N
2W4-C
(26.57)
2W4-S
2W5-N
2W5-C
(30.18)
2W5-S
2W6-N
(29.20)
2W6-C
2W6-S
2W7-N
2W7-C
(28.05)
2W7-S
2E1-2S
2E1-1S
2E1-N
3-1N
3-1C
3-1S
(17.88)
3-2S
3-2C
(20.34)
3-2N
3-3N
3-3C
3-3S
(23.79)
3-7S
3-8S
(15.26)
3-8C
3-7C
3-4N
(21.16)
3-6N
(18.54)
3-7N3-8N
(15.26)
2E1
(28.05)
3-6C
3-6S
(SEE NOTE 3)
(SEE NOTE 3)
APPROXIMATE
LOCATION OF
UNCOVERED AREA
(OCTOBER 2013)
CPT-3-7SA
CPT-2W3A
CPT-2W4-CA
TAILINGS CPT SOUNDING AND
SAMPLING LOCATIONS
FIGURE 2-1
1009740 CPT
A
ENERGY FUELS - WHITE MESA
BLANDING, UTAH
OCT 2014
Energy Resources (USA) Inc.Fuels
LEGEND:
(24.4)
NOTES:
CELL 3
CELL 4B
CELL 4A
CELL 2
CELL 1
APPROXIMATE EXTENT OF CELL (TYP)CPT-2W2
CPT-2W5-C
CPT-2W6-S
CPT-2W6-S(2)
(33.34)
CPT-2W6-S(3)
(34.20)
CPT-2W7-C
CPT-2E1
CPT-3-8S
CPT-3-8N
CPT-3-6N
CPT-3-4N
CPT-3-3S
CPT-3-2C
CPT-3-1S
CPT-3-7S (SEE NOTE 1)
(SEE NOTE 1 AND 2)
(SEE NOTE 2)
(SEE NOTE 2)
CPT-2W3
CPT-2W4-C
2W1
(20.12)2W2
(21.53)
2W3
(22.98)
2W3-S
(25.69)
2W4-N
(25.89)
2W4-C
(28.62)
2W4-S
(29.13)
2W5-N
(28.69)
2W5-C
(31.57)
2W5-S
(33.61)
2W6-N
(27.18)
2W6-C
(31.58)
2W6-S
(32.38)
2W7-N
(25.51)
2W7-C
(29.01)
2W7-S
(31.98)2E1-2S
(29.65)
2E1-1S
(29.84)
2E1-N
(26.84)
3-1N
(20.31)
3-1C
(20.78)
3-1S
(21.94)
3-2S
(24.90)
3-2C
(24.16)
3-2N
(22.33)
3-3N
(26.21)
3-3C
(28.44)
3-3S
(32.90)
3-7S
(24.14)
3-8S
(22.81)
3-8C
(20.41)
3-7C
(21.56)
3-4N
(29.54)
3-6N
(21.69)
3-7N
(19.15)
3-8N
(17.65)
2E1
(29.66)
3-6C
(27.95)
3-6S
(27.64)
CPT-3-7SA
CPT-2W3A
CPT-2W4-CA
THICKNESS CONTOURS OF INTERIM
COVER AND TAILINGS
FIGURE 2-2
1009740 IC
A
ENERGY FUELS - WHITE MESA
BLANDING, UTAH
OCT 2014
Energy Resources (USA) Inc.Fuels
LEGEND:
(24.4)
NOTES:
CELL 3
CELL 4B
CELL 4A
CELL 2
CELL 1
APPROXIMATE EXTENT OF CELL (TYP)CPT-2W2
CPT-2W5-C
CPT-2W6-S
CPT-2W6-S(2)
5603.9
CPT-2W6-S(3)
5603.2
CPT-2W7-C
CPT-2E1
CPT-3-8S
CPT-3-8N
CPT-3-6N
CPT-3-4N
CPT-3-3S
CPT-3-2C
CPT-3-1S
CPT-3-7S (SEE NOTE 1)
(SEE NOTE 1 AND 2)
(SEE NOTE 2)
(SEE NOTE 2)
CPT-2W3
CPT-2W4-C
2W1
2W2
5612.0
2W3
5611.4
2W3-S
2W4-N
2W4-C
5607.3
2W4-S
2W5-N
2W5-C
5605.9
2W5-S
2W6-N
2W6-C
2W6-S
5604.4
2W7-N
2W7-C
5610.4
2W7-S
2E1-2S
2E1-1S
2E1-N
3-1N
3-1C
3-1S
5603.9
3-2S
3-2C
5605.2
3-2N
3-3N
3-3C
3-3S
5605.8
3-7S
3-8S
5603.5
3-8C
3-7C
3-4N
5604.9
3-6N
5603.2
3-7N3-8N
5604.9
2E1
5608.8
5596.4
(SEE NOTE 3)
APPROXIMATE
LOCATION OF
UNCOVERED AREA
(OCTOBER 2013)
3-6C
3-6S
(SEE NOTE 4)
(SEE NOTE 4)
CPT-3-7SA
CPT-2W3A
CPT-2W4-CA
ESTIMATED ELEVATION OF TOP OF
SATURATED TAILINGS, OCTOBER 2013
FIGURE 4-1
1009740 ST
A
ENERGY FUELS - WHITE MESA
BLANDING, UTAH
OCT 2014
Energy Resources (USA) Inc.Fuels
LEGEND:
5600
NOTES:
CELL 3
CELL 4B
CELL 4A
CELL 2
CELL 1
APPROXIMATE EXTENT OF CELL (TYP)CPT-2W2
CPT-2W5-C
CPT-2W6-S
CPT-2W6-S(2)
(21.8)
CPT-2W6-S(3)
(22.2)
CPT-2W7-C
CPT-2E1
CPT-3-8S
CPT-3-8N
CPT-3-6N
CPT-3-4N
CPT-3-3S
CPT-3-2C
CPT-3-1S
CPT-3-7S (SEE NOTE 1)
(SEE NOTE 1 AND 2)
(SEE NOTE 2)
(SEE NOTE 2)
CPT-2W3
CPT-2W4-C
2W1
2W2
(18.1)
2W3
(18.6)
2W3-S
2W4-N
2W4-C
(18.9)
2W4-S
2W5-N
2W5-C
(21.8)
2W5-S
2W6-N
2W6-C
2W6-S
(21.2)
2W7-N
2W7-C
(20.1)
2W7-S
2E1-2S
2E1-1S
2E1-N
3-1N
3-1C
3-1S
(13.2)
3-2S
3-2C
(18.5)
3-2N
3-3N
3-3C
3-3S
(28.7)
3-7S
3-8S
(17.6)
3-8C
3-7C
3-4N
(26.1)
3-6N
(17.7)
3-7N3-8N
(14.6)
2E1
(18.3)
(9.0)
3-6C
3-6S
CPT-3-7SA
CPT-2W3A
CPT-2W4-CA
THICKNESS OF SATURATED
TAILINGS, OCTOBER 2013
FIGURE 4-2
1009740 ST THK
A
ENERGY FUELS - WHITE MESA
BLANDING, UTAH
OCT 2014
Energy Resources (USA) Inc.Fuels
LEGEND:
(18.5)
NOTES:
APPENDIX A
CONE PENETRATION TESTING RESULTS

Geotechnical, Environmental and Marine Site Investigation Services
Salt Lake City, UT • West Berlin, NJ • Richmond, VA • Raleigh, NCVancouver, BC • Edmonton, AB • Fort McMurray, AB • Toronto, ON • Lima, Peru
Cone Penetration Test Data
White Mesa Mill TSF
Near Blanding, Utah
October 15 - 23, 2013
Prepared for:
- November 12, 2013 -
MWH Americas, Inc.
Ft. Collins, Colorado

CONE PENETRATION TEST DATA

White Mesa Mill TSF
Near Blanding, Utah

October 15 through 23, 2013

Prepared for:

MWH Americas, Inc. 3665 JFK Parkway Suite 206
Fort Collins, CO 80525

Prepared by:
ConeTec, Inc. Salt Lake City, Utah

November 12, 2013

ConeTec, Inc.
Geotechnical and Environmental Site Investigation Contractors
3750 West 500 South, Salt Lake City, UT 84104 ● PO Box 22082, Salt Lake City, UT 84122
Tel: [phone] ● Fax: [phone] ● Web: www.conetec.com ● Email: [e-mail]
Salt Lake City, UT ● West Berlin, NJ ● Richmond, VA ● Raleigh, NC Vancouver, BC ● Edmonton, AB ● Toronto, ON ● Fort McMurray, AB ● Lima, Peru

November 12, 2013 Job No.: 13-52106

Ms. Melanie Davis Tel: [phone]
MWH Americas, Inc. Fax: [phone]
3665 JFK Parkway Email: [e-mail]
Suite 206
Fort Collins, CO 80525

Re: CPT Testing Services Report
White Mesa Mill TSF
Near Blanding, Utah

Dear Melanie,

Per your request, we have completed the CPT investigation for the above referenced project.
Included with this report are the standard CPT plots, pore pressure dissipation plots, shear
wave velocity calculations and seismic CPT plots in PDF format. Additionally, the CPT data, PPD
data and CPT interpretation files are presented in Excel format. The attached summary sheet
outlines the work completed at the site.

All CPT testing was performed in accordance with ASTM D5778-12 and industry standard
practices. A compression model electronic piezocone penetrometer, with a 15-cm2 tip and a
225-cm2 friction sleeve was used for all of the testing. The cone penetrometer is designed with
an equal end area friction sleeve and a tip end area ratio of 0.80. At the beginning of the
sounding, the cone was outfitted with a vacuum saturated 6-mm thick, porous plastic pore
pressure element that is located immediately behind the tip in the u2 location. Additionally, the
coordinates shown on the plots are for location reference only and generally have an accuracy
of ±30 feet and are referenced to the WGS84 datum.

Many correlations have been developed for design parameters based on CPT data. The
interpretations are presented only as a guide for geotechnical use and should be carefully
scrutinized for consideration in any geotechnical design. Assumptions have been made
regarding soil unit weights, groundwater level and interpretational methods, which may or may
not apply to this site. The calculated water table used in the interpretations is based on the
results of the shallowest pore pressure dissipation test performed in each sounding. This
calculation is based on the assumption that the soil is completely free draining, which may or
Ms. Melanie Davis Job No.: 13-52106
MWH Americas, Inc. Page 2 of 2
November 12, 2013

Salt Lake City, UT ● West Berlin, NJ ● Richmond, VA ● Raleigh, NC Vancouver, BC ● Edmonton, AB ● Toronto, ON ● Fort McMurray, AB ● Lima, Peru
may not be applicable to this site. Additionally, the following table summarizes the values
assigned to the specific soil behavior type zones that are used in the interpretations.

Zone SPT
qt/N
Unit Wt.
(kN/m3)
Unit Wt.
(pcf)
Drainage
Condition Description
0 1.0 18.46 117.5 Neither Undefined
1 2.0 17.5 111.4 Undrained Sensitive Fines
2 1.0 12.5 79.6 Undrained Organic Soil
3 1.0 17.5 111.4 Undrained Clay
4 1.5 18.0 114.6 Undrained Silty Clay
5 2.0 18.0 114.6 Undrained Clayey Silt
6 2.5 18.0 114.6 Both Silt
7 3.0 18.5 117.8 Drained Sandy Silt
8 4.0 19.0 120.9 Drained Silty Sand/Sand
9 5.0 19.5 124.1 Drained Sand
10 6.0 20.0 127.3 Drained Gravelly Sand
11 1.0 20.5 130.5 Drained Stiff Fine Grained
12 2.0 19.0 120.9 Drained 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. Reviewed By

Pete Bowen Shawn Steiner
Peter A. Bowen, E.I.T. Shawn D. Steiner, P.E.
Staff Engineer Regional Manager

Enclosures

Client: MWH Americas, Inc.
Job No.: 13-52106
Project: White Mesa Tailings
Location: Blanding, Utah
Sounding
ID
CPT
Date
CPT
Filename
CPT
Depth
(ft.)
PPD
Depth
(ft.)
PPD
Duration
(sec)
Ueq
(ft.)
Calculated
Water Table
(ft.)
Soil Sample
Interval
(ft.)
Comments
SCPT-2W2 16-Oct-2013 13-52106_SP2W2 20.34 13.94 3000 11.2 2.8 7.0 - 9.0 Seismic
11.5 - 13.5
16.5 - 19.0
7.0 - 9.0
SCPT-2W3 15-Oct-2013 13-52106_SP2W3 21.65 18.54 650 18.4 0.2 5.0 - 6.5 Seismic
21.65 900 24.1 7.0 - 8.5
9.0 - 10.8
13.0 - 13.5
16.0 - 18.0
20.0 - 22.0
8.0 - 10.0
6.0 - 7.0
7.5 - 8.5
9.5 - 10.5
13.0 - 14.0
16.0 - 17.0
CPT-2W3A 17-Oct-2013 13-52106_CP2W3A 4.43 3.12 1500 0.0 3.2
3.94 800 0.0
4.43 1500 4.2
CPT Testing Summary
Page 1 of 3
Sounding
ID
CPT
Date
CPT
Filename
CPT
Depth
(ft.)
PPD
Depth
(ft.)
PPD
Duration
(sec)
Ueq
(ft.)
Calculated
Water Table
(ft.)
Soil Sample
Interval (ft.)Comments
SCPT-2W4-C 15-Oct-2013 13-52106_SP2W4-C 26.57 17.39 900 12.1 5.3 4.0 - 6.0 Seismic
7.0 - 9.0
10.0 - 12.0
12.5 - 14.5
15.0 - 17.0
4.0 - 6.0
6.0 - 8.0
8.5 - 12.5
5.0 - 6.0
8.0 - 9.0
11.0 - 12.0
13.5 - 14.5
16.0 - 17.0
CPT-2W4-CA 17-Oct-2013 13-52106_CP2W4-CA 9.35 6.07 300 0.6 5.5
9.35 500 5.2
SCPT-2W5-C 15-Oct-2013 13-52106_SP2W5-C 30.18 12.63 600 11.0 1.7 Seismic
SCPT-2W6-S 15-Oct-2013 13-52106_SP2W6-S 29.20 15.09 3005 4.5 10.6 Seismic
29.20 300 16.9
CPT-2W6-S (2)22-Oct-2013 13-52106_CP2W6-S-2 25.59 19.85 600 7.8 12.0 10.0 - 12.0
12.0 - 14.0
14.0 - 16.5
CPT-2W6-S (3)22-Oct-2013 13-52106_CP2W6-S-3 25.10 21.65 800 12.9 8.8 6.0 - 8.5
8.5 - 11.0
14.0 - 16.0
16.0 - 18.0
SCPT-2W7-C 15-Oct-2013 13-52106_SP2W7-C 28.05 15.09 600 8.5 6.5 Seismic
Page 2 of 3
Sounding
ID
CPT
Date
CPT
Filename
CPT
Depth
(ft.)
PPD
Depth
(ft.)
PPD
Duration
(sec)
Ueq
(ft.)
Calculated
Water Table
(ft.)
Soil Sample
Interval (ft.)Comments
SCPT-2E1 15-Oct-2013 13-52106_SP2E1 28.05 20.51 600 11.3 9.2 5.5 - 7.5 Seismic
7.5 - 9.5
12.0 - 14.0
17.0 - 19.0
23.0 - 25.0
26.0 - 28.0
5.5 - 6.5
12.0 - 13.0
17.0 - 18.0
23.0 - 24.0
26.0 - 27.0
SCPT-3-1S 16-Oct-2013 13-52106_SP3-1S 17.88 12.80 800 8.2 4.6 Seismic
SCPT-3-2C 16-Oct-2013 13-52106_SP3-2C 20.34 12.47 400 6.9 5.5 Seismic
SCPT-3-3S 16-Oct-2013 13-52106_SP3-3S 23.79 18.86 500 14.9 4.0 Seismic
SCPT-3-4N 16-Oct-2013 13-52106_SP3-4N 21.16 13.12 1000 13.8 ~0.0 5.0 - 7.0 Seismic
21.16 200 18.5 7.0 - 9.0
9.0 - 11.5
12.5 - 14.5
16.0 - 19.0
SCPT-3-6N 16-Oct-2013 13-52106_SP3-6N 18.54 8.86 600 5.6 3.2 5.0 - 7.5 Seismic
18.54 300 15.3 9.0 - 11.0
13.0 - 15.5
16.0 - 18.5
CPT-3-7S 16-Oct-2013 13-52106_CP3-7S 8.04 Refusal
CPT-3-7SA 16-Oct-2013 13-52106_CP3-7SA 10.01 9.02 1015 9.4 ~0.0 Refusal
SCPT-3-8N 16-Oct-2013 13-52106_SP3-8N 15.26 10.01 800 6.5 Seismic
SCPT-3-8S 16-Oct-2013 13-52106_SP3-8S 15.26 3.94 3610 4.6 ~0.0 Seismic
6.07 400 0.8
15.26 900 10.2
NO PPD PERFORMED
Page 3 of 3
CPT Plots
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 08:36
Site: CELL 2
Sounding: SCPT-2W2
Cone: 249:T1500F15U500
Max Depth: 6.200 m / 20.34 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W2.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.533317 Long: -109.512367
SiltSandSilty Sand/SandSiltSilty Sand/Sand
Sandy Silt
Silt
Silty Clay
Clayey Silt
Silty Clay
Sensitive Fines
Clayey Silt
SiltClayey SiltSilty ClayClayey SiltSilt
Clayey Silt
SiltClayey Silt
Ueq=11.2'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 16:07
Site: CELL 2
Sounding: SCPT-2W3
Cone: 249:T1500F15U500
Max Depth: 6.600 m / 21.65 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W3.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.533617 Long: -109.511300
Sandy Silt
Sand
Silty Sand/Sand
Sandy Silt
SiltClayey SiltSiltSensitive Fines
Silt
Sensitive Fines
Clayey Silt
Sandy Silt
Silt
Silty Clay
Clayey Silt
Silt
Clayey Silt
Silty Clay
Clayey SiltSiltClayey Silt
Silt
Clayey Silt
Ueq=18.4'
Ueq=24.1'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:17:13 08:56
Site: CELL 2
Sounding: CPT-2W3A
Cone: 249:T1500F15U500
Max Depth: 1.350 m / 4.43 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_CP2W3A.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.533617 Long: -109.511283
SiltSand
Gravelly Sand
SandSilty Sand/Sand
Silt Ueq=0.0'
Ueq=0.0' Ueq=4.2'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 15:12
Site: CELL 2
Sounding: SCPT-2W4-C
Cone: 249:T1500F15U500
Max Depth: 8.100 m / 26.57 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W4-C.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.533100 Long: -109.509967
Silty Sand/Sand
Sandy Silt
Silt
Sandy SiltSiltClayey Silt
Silt
Clayey Silt
Silt
Clayey SiltSilt
Clayey Silt
Silty ClayClayey Silt
Silt
Clayey SiltSilt
Clayey Silt
Silt
Clayey Silt
Ueq=12.1'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:17:13 08:13
Site: CELL 2
Sounding: CPT-2W4-CA
Cone: 249:T1500F15U500
Max Depth: 2.850 m / 9.35 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_CP2W4-CA.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.533100 Long: -109.509950
Sandy Silt
Silty Sand/Sand
Sand
Sandy Silt
Silt
Ueq=0.6'
Ueq=5.2'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 14:20
Site: CELL 2
Sounding: SCPT-2W5-C
Cone: 249:T1500F15U500
Max Depth: 9.200 m / 30.18 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W5-C.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532917 Long: -109.508467
SiltSandy SiltSilty Sand/SandSandSilty Sand/Sand
Sandy Silt
Silty Sand/Sand
Sandy Silt
Silt
Sandy Silt
Silt
Sandy SiltSiltSandy Silt
Silt
Clayey SiltSiltClayey Silt
Silt
Sandy Silt
SiltClayey SiltSilt
Clayey Silt
Silt
Clayey Silt
Sandy Silt
Silt
Sandy Silt
Silty Sand/Sand
Ueq=11.0'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 12:45
Site: CELL 2
Sounding: SCPT-2W6-S
Cone: 249:T1500F15U500
Max Depth: 8.900 m / 29.20 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W6-S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532183 Long: -109.507033
Sandy SiltSilty Sand/SandSand
Silty Sand/Sand
Cemented Sand
Sandy Silt
Silt
Clayey SiltSilty Sand/Sand
Silt
Sandy Silt
Silt
Clayey Silt
Silt
Silty Clay
Clayey Silt
Silty Clay
Clay
Clayey SiltSilt
Clayey Silt
Silty ClayClayey Silt
Silt
Clayey Silt
Silt
Sandy Silt
SiltSandy Silt
Silt
Sandy Silt
Ueq=4.5'
Ueq=16.9'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:22:13 14:58
Site: CELL 2
Sounding: CPT-2W6-S (2)
Cone: 249:T1500F15U500
Max Depth: 7.800 m / 25.59 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_CP2W6-S-2.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532133 Long: -109.507417
SiltSandy SiltSilty Sand/SandSand
Silty Sand/Sand
Sandy Silt
Sand
Silty Sand/Sand
Sandy Silt
Clayey Silt
Clay
Silt
Silty Sand/SandSandy Silt
Silt
Clayey Silt
Sandy Silt
Clayey Silt
Silty Clay
Clayey Silt
Sensitive Fines
Clayey Silt
Silty Clay
SiltClayey SiltClayClayey Silt
Sandy Silt
SiltSandy SiltClayey Silt
Silty Clay
Clayey Silt
Ueq=7.8'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:22:13 15:51
Site: CELL 2
Sounding: CPT-2W6-S (3)
Cone: 249:T1500F15U500
Max Depth: 7.650 m / 25.10 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_CP2W6-S-3.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532050 Long: -109.507700
Sandy SiltSilty Sand/Sand
Sand
Silty Sand/Sand
Sandy Silt
Sand
Silty Sand/Sand
Sandy Silt
Clayey Silt
Sandy Silt
ClayClayey SiltClay
Silt
Clay
Clayey Silt
Silt
Clayey Silt
Clay
Clayey SiltSiltClayey Silt
Sandy Silt
Clayey Silt
Silty ClayClayey Silt
Ueq=12.9'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 11:44
Site: CELL 2
Sounding: SCPT-2W7-C
Cone: 249:T1500F15U500
Max Depth: 8.550 m / 28.05 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W7-C.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532533 Long: -109.505300
Silty Sand/Sand
Sandy SiltSiltSandy Silt
Silt
Clayey Silt
Silt
Sensitive Fines
Silt
Sandy Silt
Silt
Sensitive FinesClayey Silt
Silt
Clayey Silt
SiltClayey SiltSiltSilty Clay
Silt
Silty Clay
Clayey Silt
Silt
Clayey Silt
Silt
Sandy Silt
Silt
Ueq=8.5'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 10:25
Site: CELL 2
Sounding: SCPT-2E1
Cone: 249:T1500F15U500
Max Depth: 8.550 m / 28.05 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2E1.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532800 Long: -109.503700
Sandy SiltSilty Sand/SandSand
Silty Sand/Sand
SiltClayey SiltSilty Sand/SandSandy SiltSilt
Sandy Silt
Silt
Sandy Silt
Silt
Clayey Silt
Sensitive Fines
Clayey Silt
Silt
Clayey Silt
Silt
Sandy Silt
Silt
Clayey Silt
Silt
Clayey Silt
Silt
Clayey Silt
Silt
Clayey SiltSilt
Sandy Silt
Silt
Clayey Silt
Silt
Ueq=11.3'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 17:31
Site: CELL 3
Sounding: SCPT-3-1S
Cone: 249:T1500F15U500
Max Depth: 5.450 m / 17.88 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-1S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.529050 Long: -109.504883
UndefinedSensitive FinesSandy SiltSilty Sand/Sand
Clayey Silt
Clay
Sandy SiltSand
Silty Sand/Sand
Sandy Silt
SiltClayey Silt
Silt
Sandy Silt
SiltSandy Silt
Silt
Rock Removed Rock Removed Rock Removed Rock Removed
Ueq=8.2'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 16:51
Site: CELL 3
Sounding: SCPT-3-2C
Cone: 249:T1500F15U500
Max Depth: 6.200 m / 20.34 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-2C.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.529783 Long: -109.505833
Silty Sand/Sand
Sand
Sandy Silt
Silty Clay
Silt
Clayey SiltSensitive Fines
Silt
Sandy Silt
Silt
Sandy Silt
Silt
Sandy Silt
Silt
Sandy Silt
Silt
Clayey SiltSiltSilty ClayClayey Silt
Sandy Silt
Silt
Clayey SiltSilt
Clayey Silt
Ueq=6.9'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 16:08
Site: CELL 3
Sounding: SCPT-3-3S
Cone: 249:T1500F15U500
Max Depth: 7.250 m / 23.79 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-3S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.529600 Long: -109.508067
Sandy Silt
Silty Sand/Sand
Sandy Silt
Silty Sand/Sand
Silt
Silty Sand/Sand
Sandy SiltSilt
Clayey Silt
Silt
Sensitive Fines
Clayey Silt
Silt
Sensitive Fines
Silt
Sensitive FinesSilty ClaySensitive FinesClayey SiltSilty ClayClayey SiltSiltClayey SiltSiltClayey Silt
Silt
Sandy Silt
Silt
Sandy Silt
Ueq=14.9'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 15:13
Site: CELL 3
Sounding: SCPT-3-4N
Cone: 249:T1500F15U500
Max Depth: 6.450 m / 21.16 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-4N.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.531333 Long: -109.508800
Silty Sand/Sand
Sandy Silt
Silt
Clayey Silt
Silt
Sensitive Fines
Clay
Sandy Silt
Sand
Clayey Silt
SiltSilty Clay
Sensitive Fines
Silt
Sandy Silt
Ueq=13.8'
Ueq=18.5'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 14:24
Site: CELL 3
Sounding: SCPT-3-6N
Cone: 249:T1500F15U500
Max Depth: 5.650 m / 18.54 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-6N.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.531933 Long: -109.511650
Sandy SiltSilty Sand/SandSand
Silty Sand/Sand
Sandy Silt
Clay
Silt
Silty ClaySiltSandy SiltSiltClayey Silt
Sensitive Fines
Silt
Clay
Sensitive FinesSiltSilty Clay
Sensitive Fines
Clayey Silt
Sensitive Fines
Ueq=5.6'
U50=~54.0'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 10:57
Site: CELL 3
Sounding: CPT-3-7S
Cone: 249:T1500F15U500
Max Depth: 2.450 m / 8.04 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_CP3-7S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.530600 Long: -109.514433
SiltSilty Sand/Sand
Sandy Silt
SiltSandy SiltSilty ClaySiltClayey SiltSilty ClaySandy SiltClayey SiltSandy SiltSilty ClayClay
Refusal Refusal Refusal Refusal
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 11:23
Site: CELL 3
Sounding: CPT-3-7SA
Cone: 249:T1500F15U500
Max Depth: 3.050 m / 10.01 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_CP3-7SA.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.530600 Long: -109.514467
Sandy Silt
Silty Sand/Sand
Sandy Silt
Silty ClayClayClayey Silt
Silt
Silty ClaySandy SiltSiltClayey Silt
Silty Clay
Clay
Cemented Sand
Refusal Refusal Refusal Refusal
Ueq=9.4'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 10:10
Site: CELL 3
Sounding: SCPT-3-8N
Cone: 249:T1500F15U500
Max Depth: 4.650 m / 15.26 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-8N.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532400 Long: -109.513783
Sandy Silt
Silty Sand/Sand
Sandy Silt
Silt
Sandy Silt
Silt
Sandy Silt
Silt
Clayey Silt
Silt
Clayey Silt
Silt
Ueq=6.5'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0.0 2.5 5.0 7.5 10.0
Rf (%)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 12:23
Site: CELL 3
Sounding: SCPT-3-8S
Cone: 249:T1500F15U500
Max Depth: 4.650 m / 15.26 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-8S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.530767 Long: -109.515350
Silty Sand/Sand
Sand
Silty Sand/SandSandy SiltSilty Sand/SandSandSilty Sand/Sand
Sandy Silt
Silt
Silty Sand/Sand
Sandy Silt
Silt
Clayey Silt
Ueq=~4.6'
Ueq=0.8'
Ueq=10.2'
Equilibrium Pore Pressure from Dissipation
PPD Plots
0 500 1000 1500 2000 2500 3000
0.0
10.0
20.0
30.0
40.0
Time (s)
Po
r
e

P
r
e
s
s
u
r
e

(
f
t
)
MWH Americas
Job No:13-52106
Date:16-Oct-2013 08:36:42
Site:CELL 2
Sounding:SCPT-2W2
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2W2.PPD
Depth:4.250 m / 13.943 ft
Duration:3000.0 s
U Min:11.2 ft
U Max:35.0 ft
WT: 0.843 m / 2.766 ft
Ueq:11.2 ft
0 200 400 600 800
0.0
20.0
40.0
60.0
80.0
Time (s)
Po
r
e

P
r
e
s
s
u
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(
f
t
)
MWH Americas
Job No:13-52106
Date:15-Oct-2013 16:07:46
Site:CELL 2
Sounding:SCPT-2W3
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2W3.PPD
Depth:5.650 m / 18.537 ft
Duration:650.0 s
U Min:18.3 ft
U Max:54.8 ft
WT: 0.047 m / 0.154 ft
Ueq:18.4 ft
0 300 600 900
0
25
50
75
100
Time (s)
Po
r
e

P
r
e
s
s
u
r
e

(
f
t
)
MWH Americas
Job No:13-52106
Date:15-Oct-2013 16:07:46
Site:CELL 2
Sounding:SCPT-2W3
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2W3.PPD
Depth:6.600 m / 21.653 ft
Duration:900.0 s
U Min:23.9 ft
U Max:98.4 ft
WT: -0.740 m / -2.428 ft
Ueq:24.1 ft
0 500 1000 1500
0.0
5.0
10.0
15.0
20.0
0.0
-5.0
Time (s)
Po
r
e

P
r
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s
s
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(
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)
MWH Americas
Job No:13-52106
Date:17-Oct-2013 08:56:13
Site:CELL 2
Sounding:CPT-2W3A
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_CP2W3A.PPD
Depth:0.950 m / 3.117 ft
Duration:1500.0 s
U Min:-1.9 ft
U Max:0.2 ft
WT: 0.961 m / 3.153 ft
Ueq:-0.0 ft
0 200 400 600 800
0.0
2.0
4.0
6.0
0.0
-2.0
-4.0
-6.0
Time (s)
Po
r
e

P
r
e
s
s
u
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(
f
t
)
MWH Americas
Job No:13-52106
Date:17-Oct-2013 08:56:13
Site:CELL 2
Sounding:CPT-2W3A
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_CP2W3A.PPD
Depth:1.200 m / 3.937 ft
Duration:800.0 s
U Min:-0.5 ft
U Max:-0.0 ft
WT: 1.200 m / 3.937 ft
Ueq:0.0 ft
0 500 1000 1500
0.0
5.0
10.0
15.0
20.0
0.0
-5.0
Time (s)
Po
r
e

P
r
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s
s
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(
f
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)
MWH Americas
Job No:13-52106
Date:17-Oct-2013 08:56:13
Site:CELL 2
Sounding:CPT-2W3A
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_CP2W3A.PPD
Depth:1.350 m / 4.429 ft
Duration:1500.0 s
U Min:3.9 ft
U Max:11.2 ft
WT: 0.073 m / 0.239 ft
Ueq:4.2 ft
0 300 600 900
0.0
10.0
20.0
30.0
40.0
Time (s)
Po
r
e

P
r
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s
s
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(
f
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)
MWH Americas
Job No:13-52106
Date:15-Oct-2013 15:12:41
Site:CELL 2
Sounding:SCPT-2W4-C
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2W4-C.PPD
Depth:5.300 m / 17.388 ft
Duration:900.0 s
U Min:12.0 ft
U Max:37.4 ft
WT: 1.602 m / 5.256 ft
Ueq:12.1 ft
0 50 100 150 200 250 300
0.0
5.0
10.0
0.0
-5.0
Time (s)
Po
r
e

P
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s
s
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(
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MWH Americas
Job No:13-52106
Date:17-Oct-2013 08:13:46
Site:CELL 2
Sounding:CPT-2W4-CA
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_CP2W4-CA.PPD
Depth:1.850 m / 6.069 ft
Duration:300.0 s
U Min:0.0 ft
U Max:0.8 ft
WT: 1.676 m / 5.499 ft
Ueq:0.6 ft
0 100 200 300 400 500
0.0
5.0
10.0
15.0
20.0
Time (s)
Po
r
e

P
r
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s
s
u
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(
f
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)
MWH Americas
Job No:13-52106
Date:17-Oct-2013 08:13:46
Site:CELL 2
Sounding:CPT-2W4-CA
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_CP2W4-CA.PPD
Depth:2.850 m / 9.350 ft
Duration:500.0 s
U Min:5.1 ft
U Max:19.3 ft
WT: 1.259 m / 4.131 ft
Ueq:5.2 ft
0 100 200 300 400 500 600
0.0
5.0
10.0
15.0
20.0
25.0
30.0
Time (s)
Po
r
e

P
r
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s
s
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(
f
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MWH Americas
Job No:13-52106
Date:15-Oct-2013 14:20:41
Site:CELL 2
Sounding:SCPT-2W5-C
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2W5-C.PPD
Depth:3.850 m / 12.631 ft
Duration:600.0 s
U Min:10.9 ft
U Max:25.0 ft
WT: 0.505 m / 1.657 ft
Ueq:11.0 ft
0 500 1000 1500 2000 2500 3000
0.0
2.0
4.0
6.0
8.0
10.0
Time (s)
Po
r
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P
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(
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MWH Americas
Job No:13-52106
Date:15-Oct-2013 12:45:46
Site:CELL 2
Sounding:SCPT-2W6-S
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2W6-S.PPD
Depth:4.600 m / 15.092 ft
Duration:3005.0 s
U Min:4.3 ft
U Max:9.3 ft
WT: 3.222 m / 10.571 ft
Ueq:4.5 ft
0 50 100 150 200 250 300
0.0
5.0
10.0
15.0
20.0
25.0
30.0
Time (s)
Po
r
e

P
r
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s
s
u
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(
f
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)
MWH Americas
Job No:13-52106
Date:15-Oct-2013 12:45:46
Site:CELL 2
Sounding:SCPT-2W6-S
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2W6-S.PPD
Depth:8.900 m / 29.199 ft
Duration:300.0 s
U Min:16.7 ft
U Max:19.2 ft
WT: 3.740 m / 12.269 ft
Ueq:16.9 ft
0 100 200 300 400 500 600
0.0
5.0
10.0
15.0
20.0
Time (s)
Po
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s
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(
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MWH Americas
Job No:13-52106
Date:22-Oct-2013 14:58:17
Site:CELL 2
Sounding:CPT-2W6-S (2)
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_CP2W6-S-2.PPD
Depth:6.050 m / 19.849 ft
Duration:600.0 s
U Min:7.6 ft
U Max:10.2 ft
WT: 3.663 m / 12.018 ft
Ueq:7.8 ft
0 200 400 600 800
0.0
10.0
20.0
30.0
40.0
50.0
Time (s)
Po
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P
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(
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MWH Americas
Job No:13-52106
Date:22-Oct-2013 15:51:39
Site:CELL 2
Sounding:CPT-2W6-S (3)
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_CP2W6-S-3.PPD
Depth:6.600 m / 21.653 ft
Duration:800.0 s
U Min:12.4 ft
U Max:45.5 ft
WT: 2.678 m / 8.786 ft
Ueq:12.9 ft
0 100 200 300 400 500 600
0.0
5.0
10.0
15.0
20.0
25.0
30.0
Time (s)
Po
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P
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(
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MWH Americas
Job No:13-52106
Date:15-Oct-2013 11:44:26
Site:CELL 2
Sounding:SCPT-2W7-C
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2W7-C.PPD
Depth:4.600 m / 15.092 ft
Duration:600.0 s
U Min:8.6 ft
U Max:24.0 ft
WT: 1.995 m / 6.545 ft
Ueq:8.5 ft
0 100 200 300 400 500 600
0.0
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MWH Americas
Job No:13-52106
Date:15-Oct-2013 10:25:04
Site:CELL 2
Sounding:SCPT-2E1
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP2E1.PPD
Depth:6.250 m / 20.505 ft
Duration:600.0 s
U Min:11.3 ft
U Max:20.6 ft
WT: 2.804 m / 9.199 ft
Ueq:11.3 ft
0 200 400 600 800
0.0
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25.0
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 17:31:20
Site:CELL 3
Sounding:SCPT-3-1S
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-1S.PPD
Depth:3.900 m / 12.795 ft
Duration:800.0 s
U Min:8.1 ft
U Max:25.0 ft
WT: 1.412 m / 4.632 ft
Ueq:8.2 ft
0 100 200 300 400
0.0
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6.0
8.0
10.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 16:51:44
Site:CELL 3
Sounding:SCPT-3-2C
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-2C.PPD
Depth:3.800 m / 12.467 ft
Duration:400.0 s
U Min:6.8 ft
U Max:9.3 ft
WT: 1.682 m / 5.518 ft
Ueq:6.9 ft
0 100 200 300 400 500
0.0
5.0
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25.0
30.0
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 16:08:29
Site:CELL 3
Sounding:SCPT-3-3S
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-3S.PPD
Depth:5.750 m / 18.865 ft
Duration:500.0 s
U Min:14.8 ft
U Max:22.1 ft
WT: 1.212 m / 3.976 ft
Ueq:14.9 ft
0 200 400 600 800 1000
0.0
10.0
20.0
30.0
40.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 15:13:48
Site:CELL 3
Sounding:SCPT-3-4N
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-4N.PPD
Depth:4.000 m / 13.123 ft
Duration:1000.0 s
U Min:13.5 ft
U Max:32.1 ft
WT: -0.191 m / -0.627 ft
Ueq:13.7 ft
0 50 100 150 200
0.0
10.0
20.0
30.0
40.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 15:13:48
Site:CELL 3
Sounding:SCPT-3-4N
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-4N.PPD
Depth:6.450 m / 21.161 ft
Duration:200.0 s
U Min:18.4 ft
U Max:19.4 ft
WT: 0.825 m / 2.707 ft
Ueq:18.5 ft
0 100 200 300 400 500 600
0.0
5.0
10.0
15.0
20.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 14:24:03
Site:CELL 3
Sounding:SCPT-3-6N
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-6N.PPD
Depth:2.700 m / 8.858 ft
Duration:600.0 s
U Min:5.4 ft
U Max:11.4 ft
WT: 0.986 m / 3.235 ft
Ueq:5.6 ft
0 100 200 300 400 500 600
0
25
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75
100
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 14:24:03
Site:CELL 3
Sounding:SCPT-3-6N
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-6N.PPD
Depth:5.650 m / 18.537 ft
Duration:300.0 s
U Min:34.4 ft
U Max:93.8 ft
WT: 0.975 m / 3.199 ft
Ueq:15.3 ft
U(50):54.59 ft
T(50):46.5 s
0 200 400 600 800 1000
0.0
5.0
10.0
15.0
0.0
-5.0
-10.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 11:23:47
Site:CELL 3
Sounding:CPT-3-7SA
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_CP3-7SA.PPD
Depth:2.750 m / 9.022 ft
Duration:1015.0 s
U Min:-5.2 ft
U Max:15.2 ft
WT: -0.113 m / -0.371 ft
Ueq:9.4 ft
0 200 400 600 800
0.0
5.0
10.0
15.0
20.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 10:10:46
Site:CELL 3
Sounding:SCPT-3-8N
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-8N.PPD
Depth:3.050 m / 10.006 ft
Duration:800.0 s
U Min:6.4 ft
U Max:14.7 ft
WT: 1.055 m / 3.461 ft
Ueq:6.5 ft
0 1000 2000 3000 4000
0.0
10.0
20.0
30.0
40.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 12:23:53
Site:CELL 3
Sounding:SCPT-3-8S
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-8S.PPD
Depth:1.200 m / 3.937 ft
Duration:3610.0 s
U Min:4.5 ft
U Max:18.4 ft
WT: -0.190 m / -0.623 ft
Ueq:4.6 ft
0 100 200 300 400
0.0
2.0
4.0
6.0
8.0
10.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 12:23:53
Site:CELL 3
Sounding:SCPT-3-8S
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-8S.PPD
Depth:1.850 m / 6.069 ft
Duration:400.0 s
U Min:0.6 ft
U Max:7.8 ft
WT: 1.615 m / 5.298 ft
Ueq:0.8 ft
0 300 600 900
0.0
10.0
20.0
30.0
40.0
Time (s)
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MWH Americas
Job No:13-52106
Date:16-Oct-2013 12:23:53
Site:CELL 3
Sounding:SCPT-3-8S
Cone:249
Cone Area:15 sq cm
Trace Summary:
Filename:13-52106_SP3-8S.PPD
Depth:4.650 m / 15.256 ft
Duration:900.0 s
U Min:9.9 ft
U Max:39.7 ft
WT: 1.535 m / 5.036 ft
Ueq:10.2 ft
Shear Wave Velocity Calculations
(Vs Calcs)
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-2W2
Location Cell 2
Date: 10/16/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.67 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.25 4.59 4.89
10.01 9.35 9.50 4.61 11.82 119 2.12 390 7.0
15.09 14.44 14.53 5.03 11.97 128 3.62 421 11.9
20.34 19.68 19.76 5.22 10.17 157 5.20 514 17.1
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-2W3
Location Cell 2
Date: 10/15/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.83 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.79
10.01 9.35 9.53 4.73 13.41 108 2.10 353 6.9
15.09 14.44 14.55 5.02 10.89 141 3.62 461 11.9
21.65 21.00 21.08 6.53 13.22 150 5.40 494 17.7
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-2W4-C
Location Cell 2
Date: 10/15/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.83 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.79
10.01 9.35 9.53 4.73 10.25 141 2.10 462 6.9
15.09 14.44 14.55 5.02 12.46 123 3.62 403 11.9
20.01 19.36 19.44 4.89 10.97 136 5.15 446 16.9
26.57 25.92 25.98 6.54 10.67 187 6.90 613 22.6
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-2W5-C
Location Cell 2
Date: 10/15/13
Geophone Offset: 0.66 (ft)
Source Offset: 2.00 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.86
10.01 9.35 9.56 4.70 8.32 172 2.10 565 6.9
15.09 14.44 14.57 5.01 10.26 149 3.62 489 11.9
20.01 19.36 19.46 4.89 8.97 166 5.15 545 16.9
25.10 24.44 24.52 5.06 9.46 163 6.67 535 21.9
30.18 29.53 29.59 5.07 6.64 233 8.22 764 27.0
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-2W6-S
Location Cell 2
Date: 10/15/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.58 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.70
10.01 9.35 9.48 4.78 6.75 216 2.10 708 6.9
15.09 14.44 14.52 5.04 12.41 124 3.62 406 11.9
20.01 19.36 19.42 4.90 10.70 140 5.15 458 16.9
25.10 24.44 24.49 5.07 10.47 148 6.67 485 21.9
29.20 28.54 28.59 4.09 8.50 147 8.07 481 26.5
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-2W7-C
Location Cell 2
Date: 10/15/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.75 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.76
10.01 9.35 9.51 4.75 9.41 154 2.10 505 6.9
15.09 14.44 14.54 5.03 9.32 164 3.62 540 11.9
20.01 19.36 19.44 4.89 8.96 166 5.15 546 16.9
25.10 24.44 24.50 5.07 9.40 164 6.67 539 21.9
28.05 27.39 27.45 2.95 5.43 165 7.90 542 25.9
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-2E1
Location Cell 2
Date: 10/15/13
Geophone Offset: 0.66 (ft)
Source Offset: 2.17 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.93
10.01 9.35 9.60 4.67 9.67 147 2.10 483 6.9
15.09 14.44 14.60 5.00 9.97 153 3.62 501 11.9
20.01 19.36 19.48 4.88 9.74 153 5.15 501 16.9
25.10 24.44 24.54 5.06 9.82 157 6.67 516 21.9
28.05 27.39 27.48 2.94 5.01 179 7.90 587 25.9
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-3-1S
Location Cell 3
Date: 10/16/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.92 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.83
10.01 9.35 9.54 4.72 10.19 141 2.10 463 6.9
15.09 14.44 14.56 5.02 9.75 157 3.62 515 11.9
17.88 17.22 17.33 2.77 5.78 146 4.82 479 15.8
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-3-2C
Location Cell 3
Date: 10/16/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.67 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.73
10.01 9.35 9.50 4.77 9.72 149 2.10 490 6.9
15.09 14.44 14.53 5.03 12.68 121 3.62 397 11.9
20.34 19.68 19.76 5.22 10.47 152 5.20 499 17.1
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-3-3S
Location Cell 3
Date: 10/16/13
Geophone Offset: 0.66 (ft)
Source Offset: 2.00 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.86
10.01 9.35 9.56 4.70 9.92 144 2.10 474 6.9
15.09 14.44 14.57 5.01 14.19 108 3.62 353 11.9
21.00 20.34 20.44 5.87 14.41 124 5.30 407 17.4
23.79 23.13 23.22 2.78 3.50 242 6.62 793 21.7
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-3-4N
Location Cell 3
Date: 10/16/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.92 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.83
10.01 9.35 9.54 4.72 16.65 86 2.10 283 6.9
15.09 14.44 14.56 5.02 10.02 153 3.62 501 11.9
20.01 19.36 19.45 4.89 12.84 116 5.15 381 16.9
21.16 20.50 20.59 1.14 3.74 93 6.07 306 19.9
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-3-6N
Location Cell 3
Date: 10/16/13
Geophone Offset: 0.66 (ft)
Source Offset: 2.00 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.86
10.01 9.35 9.56 4.70 12.45 115 2.10 378 6.9
15.09 14.44 14.57 5.01 14.16 108 3.62 354 11.9
18.54 17.88 17.99 3.42 7.07 147 4.92 483 16.2
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-3-8N
Location Cell 3
Date: 10/16/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.92 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.83
10.01 9.35 9.54 4.72 8.37 172 2.10 563 6.9
15.26 14.60 14.72 5.18 10.53 150 3.65 492 12.0
Shear Wave Velocity Calculations
Job No.: 13-52106
Client: MWH
CPT No.: SCPT-3-8S
Location Cell 3
Date: 10/16/13
Geophone Offset: 0.66 (ft)
Source Offset: 1.75 (ft)
Test Geophone Ray Incremental Time Interval Interval Interval Interval
Depth Depth Path Distance Interval Velocity Depth Velocity Depth
(ft)(ft)(ft)(ft)(ms)(m/s)(m)(ft/s)(ft)
5.08 4.43 4.76
10.01 9.35 9.51 4.75 8.71 166 2.10 545 6.9
15.26 14.60 14.70 5.19 11.19 141 3.65 464 12.0
Shear Wave Velocity Calculations
Seismic CPT Plots
(SCPT Plots)
0 100 200 300
0
5
10
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20
25
30
qt (tsf)
De
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(
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0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 08:36
Site: CELL 2
Sounding: SCPT-2W2
Cone: 249:T1500F15U500
Max Depth: 6.200 m / 20.34 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W2.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.533317 Long: -109.512367
SiltSandSilty Sand/SandSiltSilty Sand/Sand
Sandy Silt
Silt
Silty Clay
Clayey Silt
Silty Clay
Sensitive Fines
Clayey Silt
SiltClayey SiltSilty ClayClayey SiltSilt
Clayey Silt
SiltClayey Silt
Ueq=11.2'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
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t
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0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 16:07
Site: CELL 2
Sounding: SCPT-2W3
Cone: 249:T1500F15U500
Max Depth: 6.600 m / 21.65 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W3.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.533617 Long: -109.511300
Sandy Silt
Sand
Silty Sand/Sand
Sandy Silt
SiltClayey SiltSiltSensitive Fines
Silt
Sensitive Fines
Clayey Silt
Sandy Silt
Silt
Silty Clay
Clayey Silt
Silt
Clayey Silt
Silty Clay
Clayey SiltSiltClayey Silt
Silt
Clayey Silt
Ueq=18.4'
Ueq=24.1'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
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t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 15:12
Site: CELL 2
Sounding: SCPT-2W4-C
Cone: 249:T1500F15U500
Max Depth: 8.100 m / 26.57 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W4-C.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.533100 Long: -109.509967
Silty Sand/Sand
Sandy Silt
Silt
Sandy SiltSiltClayey Silt
Silt
Clayey Silt
Silt
Clayey SiltSilt
Clayey Silt
Silty ClayClayey Silt
Silt
Clayey SiltSilt
Clayey Silt
Silt
Clayey Silt
Ueq=12.1'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
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t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 14:20
Site: CELL 2
Sounding: SCPT-2W5-C
Cone: 249:T1500F15U500
Max Depth: 9.200 m / 30.18 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W5-C.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532917 Long: -109.508467
SiltSandy SiltSilty Sand/SandSandSilty Sand/Sand
Sandy Silt
Silty Sand/Sand
Sandy Silt
Silt
Sandy Silt
Silt
Sandy SiltSiltSandy Silt
Silt
Clayey SiltSiltClayey Silt
Silt
Sandy Silt
SiltClayey SiltSilt
Clayey Silt
Silt
Clayey Silt
Sandy Silt
Silt
Sandy Silt
Silty Sand/Sand
Ueq=11.0'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 12:45
Site: CELL 2
Sounding: SCPT-2W6-S
Cone: 249:T1500F15U500
Max Depth: 8.900 m / 29.20 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W6-S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532183 Long: -109.507033
Sandy SiltSilty Sand/SandSand
Silty Sand/Sand
Cemented Sand
Sandy Silt
Silt
Clayey SiltSilty Sand/Sand
Silt
Sandy Silt
Silt
Clayey Silt
Silt
Silty Clay
Clayey Silt
Silty Clay
Clay
Clayey SiltSilt
Clayey Silt
Silty ClayClayey Silt
Silt
Clayey Silt
Silt
Sandy Silt
SiltSandy Silt
Silt
Sandy Silt
Ueq=4.5'
Ueq=16.9'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 11:44
Site: CELL 2
Sounding: SCPT-2W7-C
Cone: 249:T1500F15U500
Max Depth: 8.550 m / 28.05 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2W7-C.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532533 Long: -109.505300
Silty Sand/Sand
Sandy SiltSiltSandy Silt
Silt
Clayey Silt
Silt
Sensitive Fines
Silt
Sandy Silt
Silt
Sensitive FinesClayey Silt
Silt
Clayey Silt
SiltClayey SiltSiltSilty Clay
Silt
Silty Clay
Clayey Silt
Silt
Clayey Silt
Silt
Sandy Silt
Silt
Ueq=8.5'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:15:13 10:25
Site: CELL 2
Sounding: SCPT-2E1
Cone: 249:T1500F15U500
Max Depth: 8.550 m / 28.05 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP2E1.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532800 Long: -109.503700
Sandy SiltSilty Sand/SandSand
Silty Sand/Sand
SiltClayey SiltSilty Sand/SandSandy SiltSilt
Sandy Silt
Silt
Sandy Silt
Silt
Clayey Silt
Sensitive Fines
Clayey Silt
Silt
Clayey Silt
Silt
Sandy Silt
Silt
Clayey Silt
Silt
Clayey Silt
Silt
Clayey Silt
Silt
Clayey SiltSilt
Sandy Silt
Silt
Clayey Silt
Silt
Ueq=11.3'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 17:31
Site: CELL 3
Sounding: SCPT-3-1S
Cone: 249:T1500F15U500
Max Depth: 5.450 m / 17.88 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-1S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.529050 Long: -109.504883
UndefinedSensitive FinesSandy SiltSilty Sand/Sand
Clayey Silt
Clay
Sandy SiltSand
Silty Sand/Sand
Sandy Silt
SiltClayey Silt
Silt
Sandy Silt
SiltSandy Silt
Silt
Rock Removed Rock Removed Rock Removed Rock Removed
Ueq=8.2'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 16:51
Site: CELL 3
Sounding: SCPT-3-2C
Cone: 249:T1500F15U500
Max Depth: 6.200 m / 20.34 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-2C.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.529783 Long: -109.505833
Silty Sand/Sand
Sand
Sandy Silt
Silty Clay
Silt
Clayey SiltSensitive Fines
Silt
Sandy Silt
Silt
Sandy Silt
Silt
Sandy Silt
Silt
Sandy Silt
Silt
Clayey SiltSiltSilty ClayClayey Silt
Sandy Silt
Silt
Clayey SiltSilt
Clayey Silt
Ueq=6.9'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 16:08
Site: CELL 3
Sounding: SCPT-3-3S
Cone: 249:T1500F15U500
Max Depth: 7.250 m / 23.79 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-3S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.529600 Long: -109.508067
Sandy Silt
Silty Sand/Sand
Sandy Silt
Silty Sand/Sand
Silt
Silty Sand/Sand
Sandy SiltSilt
Clayey Silt
Silt
Sensitive Fines
Clayey Silt
Silt
Sensitive Fines
Silt
Sensitive FinesSilty ClaySensitive FinesClayey SiltSilty ClayClayey SiltSiltClayey SiltSiltClayey Silt
Silt
Sandy Silt
Silt
Sandy Silt
Ueq=14.9'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 15:13
Site: CELL 3
Sounding: SCPT-3-4N
Cone: 249:T1500F15U500
Max Depth: 6.450 m / 21.16 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-4N.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.531333 Long: -109.508800
Silty Sand/Sand
Sandy Silt
Silt
Clayey Silt
Silt
Sensitive Fines
Clay
Sandy Silt
Sand
Clayey Silt
SiltSilty Clay
Sensitive Fines
Silt
Sandy Silt
Ueq=13.8'
Ueq=18.5'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 14:24
Site: CELL 3
Sounding: SCPT-3-6N
Cone: 249:T1500F15U500
Max Depth: 5.650 m / 18.54 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-6N.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.531933 Long: -109.511650
Sandy SiltSilty Sand/SandSand
Silty Sand/Sand
Sandy Silt
Clay
Silt
Silty ClaySiltSandy SiltSiltClayey Silt
Sensitive Fines
Silt
Clay
Sensitive FinesSiltSilty Clay
Sensitive Fines
Clayey Silt
Sensitive Fines
Ueq=5.6'
U50=~54.0'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 10:10
Site: CELL 3
Sounding: SCPT-3-8N
Cone: 249:T1500F15U500
Max Depth: 4.650 m / 15.26 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-8N.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.532400 Long: -109.513783
Sandy Silt
Silty Sand/Sand
Sandy Silt
Silt
Sandy Silt
Silt
Sandy Silt
Silt
Clayey Silt
Silt
Clayey Silt
Silt
Ueq=6.5'
Equilibrium Pore Pressure from Dissipation
0 100 200 300
0
5
10
15
20
25
30
qt (tsf)
De
p
t
h

(
f
e
e
t
)
0.0 1.0 2.0 3.0 4.0
fs (tsf)
0 50 100 150 2000
u (ft)
0 250 500 7501000
Vs (ft/s)
0 6 12
SBT
MWH Americas
Job No: 13-52106
Date: 10:16:13 12:23
Site: CELL 3
Sounding: SCPT-3-8S
Cone: 249:T1500F15U500
Max Depth: 4.650 m / 15.26 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: 0.150 m
File: 13-52106_SP3-8S.CORUnit Wt: SBT Chart Soil Zones SBT: Lunne, Robertson and Powell, 1997Coords: Lat: 37.530767 Long: -109.515350
Silty Sand/Sand
Sand
Silty Sand/SandSandy SiltSilty Sand/SandSandSilty Sand/Sand
Sandy Silt
Silt
Silty Sand/Sand
Sandy Silt
Silt
Clayey Silt
Ueq=~4.6'
Ueq=0.8'
Ueq=10.2'
Equilibrium Pore Pressure from Dissipation

References

CONETEC INTERPRETATION METHODS

A Detailed Description of the Methods Used in
ConeTec’s CPT Interpretation and Plotting Software

Revision SZW-Rev 05A
April 8, 2011

Prepared by Jim Greig

ConeTec
Environmental and Geotechnical Site Investigation Contractors
ConeTec Interpretations as of April 8, 2011 ConeTec’s interpretation routine provides a tabular output of geotechnical parameters based on current
published CPT correlations and is subject to change to reflect the current state of practice. The interpreted values are not considered valid for all soil types. The interpretations are presented only as a
guide for geotechnical use and should be carefully scrutinized for consideration in any geotechnical design. Reference to current literature is strongly recommended. ConeTec does not warranty the correctness or the applicability of any of the geotechnical parameters interpreted by the program and does
not assume liability for any use of the results in any design or review. Representative hand calculations should be made for any parameter that is critical for design purposes. The end user of the interpreted
output should also be fully aware of the techniques and the limitations of any method used in this program. The purpose of this document is to inform the user as to which methods were used and what the appropriate papers and/or publications are for further reference.
The CPT interpretations are based on values of tip, sleeve friction and pore pressure averaged over a
user specified interval (e.g. 0.20m). Note that qt is the tip resistance corrected for pore pressure effects and qc is the recorded tip resistance. Since all ConeTec cones have equal end area friction sleeves, pore
pressure corrections to sleeve friction, fs, are not required.

The tip correction is: qt = qc + (1-a) • u2
where: qt is the corrected tip resistance
qc is the recorded tip resistance u2 is the recorded dynamic pore pressure behind the tip (u2 position)
a is the Net Area Ratio for the cone (typically 0.80 for ConeTec cones)
The total stress calculations are based on soil unit weights that have been assigned to the Soil Behavior Type zones, from a user defined unit weight profile or by using a single value throughout the profile.
Effective vertical overburden stresses are calculated based on a hydrostatic distribution of equilibrium pore pressures below the water table or from a user defined equilibrium pore pressure profile (this can be
obtained from CPT dissipation tests). For over water projects the effects of the column of water have been taken into account as has the appropriate unit weight of water. How this is done depends on where the instruments were zeroed (i.e. on deck or at mud line).
Details regarding the interpretation methods for all of the interpreted parameters are provided in Table 1.
The appropriate references cited in Table 1 are listed in Table 2. Where methods are based on charts or techniques that are too complex to describe in this summary the user should refer to the cited material.
The Soil Behavior Type classification charts (normalized and non-normalized) shown in Figures 1 and 2 are based on the charts developed by Dr. Robertson and Dr. Campanella at the University of British
Columbia. These charts appear in many publications, most notably: Robertson, Campanella, Gillespie and Greig (1986); Robertson (1990) and Lunne, Robertson and Powell (1997). The Bq classification charts shown in Figures 3a and 3b are based on those described in Robertson (1990) and Lunne,
Robertson and Powell (1997). The Jefferies and Davies SBT chart shown in Figure 3c is based on that discussed in Jefferies and Davies, 1993.
Where the results of a calculation/interpretation are declared ‘invalid’ the value will be represented by the
text strings “-9999” or “-9999.0”. In some cases the value 0 will be used. Invalid results will occur because of (and not limited to) one or a combination of:
1. Invalid or undefined CPT data (e.g. drilled out section or data gap).
2. Where the interpretation method is inappropriate, for example, drained parameters in an undrained material (and vice versa).
CPT Interpretation Methods Page 2/9
ConeTec Interpretation Methods SZW-Rev 05A Revised 2011-04-08
3. Where interpretation input values are beyond the range of the referenced charts or specified
limitations of the interpretation method. 4. Where pre-requisite or intermediate interpretation calculations are invalid.
The parameters selected for output from the program are often specific to a particular project. As such,
not all of the interpreted parameters listed in Table 1 may be included in the output files delivered with this report.
The output files are provided in Microsoft Excel XLS format. The ConeTec software has several options for output depending on the number or types of interpreted parameters desired. Each output file will be
named using the original COR file basename followed by a three or four letter indicator of the interpretation set selected (e.g. BSC, TBL, NLI or IFI) and possibly followed by an operator selected suffix identifying the characteristics of the particular interpretation run.

Table 1
CPT Interpretation Methods

Interpreted Parameter Description Equation Ref
Depth
Mid Layer Depth (where interpretations are done at each point then Mid
Layer Depth = Recorded Depth)
Depth (Layer Top) + Depth (Layer Bottom) / 2.0
Elevation Elevation of Mid Layer based on sounding collar elevation supplied by client Elevation = Collar Elevation - Depth
Avgqc Averaged recorded tip value (qc)
n
i
cqnAvgqc
1
1
n=1 when interpretations are done at each point

Avgqt Averaged corrected tip (qt) where: uaqqct)1(
n
i
tqnAvgqt
1
1
n=1 when interpretations are done at each point

Avgfs Averaged sleeve friction (fs)
n
i
fsnAvgfs
1
1
n=1 when interpretations are done at each point

AvgRf
Averaged friction ratio (Rf) where friction ratio is defined as:
qt
fsRf%100 Avgqt
AvgfsAvgRf%100
n=1 when interpretations are done at each point

Avgu Averaged dynamic pore pressure (u)
n
i iunAvgu
1
1
n=1 when interpretations are done at each point

AvgRes Averaged Resistivity (this data is not always available since it is a specialized test requiring an additional module)
n
i iYRESISTIVITnAvgu
1
1
n=1 when interpretations are done at each point

AvgUVIF Averaged UVIF ultra-violet induced fluorescence (this data is not always available since it is a specialized test requiring an additional module)
n
i iUVIFnAvgu
1
1
n=1 when interpretations are done at each point

AvgTemp Averaged Temperature (this data is not always available since it is a specialized test)
n
i iETEMPERATURnAvgu
1
1
n=1 when interpretations are done at each point

CPT Interpretation Methods Page 3/9
ConeTec Interpretation Methods SZW-Rev 05A Revised 2011-04-08
Interpreted Parameter Description Equation Ref
AvgGamma
Averaged Gamma Counts (this data is not always
available since it is a specialized test requiring an additional module)
n
i iGAMMAnAvgu
1
1
n=1 when interpretations are done at each point

SBT Soil Behavior Type as defined by Robertson and Campanella See Figure 1 2, 5
U.Wt.
Unit Weight of soil determined from one of the following user selectable options: 1) uniform value 2) value assigned to each SBT zone 3) user supplied unit weight profile
See references 5
T. Stress
v
Total vertical overburden stress at Mid Layer Depth.
A layer is defined as the averaging interval specified by the user. For data interpreted at each point the Mid Layer Depth is the same as the recorded depth.
h i
n
i iTStress
1

where I is layer unit weight hi is layer thickness

E. Stress
v’

Effective vertical overburden stress at Mid Layer Depth
Estress = Tstress - ueq
Ueq
Equilibrium pore pressure determined from one of the following user selectable options: 1) hydrostatic from water table depth 2) user supplied profile
For hydrostatic option: wtweqDDu
where ueq is equilibrium pore pressure
w is unit weight of water D is the current depth Dwt is the depth to the water table

Cn SPT N60 overburden correction factor Cn=(v’)-0.5
where v’ is in tsf 0.5 < Cn < 2.0

N60 SPT N value at 60% energy calculated from qt/N ratios assigned to each SBT zone. This method has abrupt N value changes at zone boundaries. See Figure 1 4, 5
(N1)60 SPT N60 value corrected for overburden pressure (N1)60 = Cn • N60 4
N60Ic SPT N60 values based on the Ic parameter (qt/pa)/ N60 = 8.5 (1 – Ic/4.6) 5
(N1)60Ic SPT N60 value corrected for overburden pressure (using N60 Ic). User has 2 options. 1) (N1)60Ic= Cn • (N60 Ic) 2) qc1n/ (N1)60Ic = 8.5 (1 – Ic/4.6) 4 5
(N1)60csIc Clean sand equivalent SPT (N1)60Ic. User has 3 options.
1) (N1)60csIc = α + β((N1)60Ic)
2) (N1)60csIc = KSPT * ((N1)60Ic)
3) qc1ncs)/ (N1)60csIc = 8.5 (1 – Ic/4.6) FC ≤ 5%: α = 0, β=1.0
FC ≥ 35% α = 5.0, β=1.2 5% < FC < 35% α = exp[1.76 – (190/FC2)] β = [0.99 + (FC1.5/1000)]

10 10 5
Su Undrained shear strength based on qt
Su factor Nkt is user selectable N kt
vqtSu 1, 5
Su Undrained shear strength based on pore pressure Su factor NΔu is user selectable N u
equuSu2 1, 5
k Coefficient of permeability (assigned to each SBT zone) 5
CPT Interpretation Methods Page 4/9
ConeTec Interpretation Methods SZW-Rev 05A Revised 2011-04-08
Interpreted Parameter Description Equation Ref
Bq Pore pressure parameter
vqt
uBq
where: equuu
and u = dynamic pore pressure ueq = equilibrium pore pressure

1, 5
Qt Normalized qt for Soil Behavior Type classification as defined by Robertson, 1990 '
v
vqtQt
2, 5
Fr Normalized Friction Ratio for Soil Behavior Type classification as defined by Robertson, 1990 vqt
fsFr%100 2, 5
Net qt Net tip resistance vqt
qe Effective tip resistance 2uqt
qeNorm Normalized effective tip resistance '
2
v
uqt

SBTn Normalized Soil Behavior Type as defined by Robertson and Campanella See Figure 2 2, 5
SBT-BQ Non-normalized Soil Behavior type based on the Bq parameter See Figure 3 2, 5
SBT-BQn Normalized Soil Behavior based on the Bq parameter See Figure 3 2, 5
SBT-JandD Soil Behaviour Type as defined by Jeffries and Davies See Figure 3 7
SBT-BQn Normalized Soil Behavior base on the Bq parameter See Figure 3 2, 5
Ic Soil index for estimating grain characteristics
Ic = [(3.47 – log10Q)2 + (log10 Fr + 1.22)2 ]0.5

Where: n
v
a
a
v P
P
qtQ '2

And Fr is in percent Pa = atmospheric pressure
Pa2 = atmospheric pressure n varies from 0.5 to 1.0 and is selected in an iterative manner based on the
resulting Ic
3, 8
FC Apparent fines content (%)
FC=1.75(Ic3.25) - 3.7
FC=100 for Ic > 3.5 FC=0 for Ic < 1.26 FC = 5% if 1.64 < Ic < 2.6 AND Fr<0.5
3
Ic Zone
This parameter is the Soil Behavior Type zone based on
the Ic parameter (valid for zones 2 through 7 on SBTn chart)
Ic < 1.31 Zone = 7
1.31 < Ic < 2.05 Zone = 6 2.05 < Ic < 2.60 Zone = 5 2.60 < Ic < 2.95 Zone = 4 2.95 < Ic < 3.60 Zone = 3
Ic > 3.60 Zone = 2
3
PHI

Friction Angle determined from one of the following user selectable options:
a) Campanella and Robertson b) Durgunoglu and Mitchel c) Janbu
d) Kulhawy and Mayne
See reference
5 5
5 11
CPT Interpretation Methods Page 5/9
ConeTec Interpretation Methods SZW-Rev 05A Revised 2011-04-08
Interpreted Parameter Description Equation Ref
Dr
Relative Density determined from one of the following user
selectable options: a) Ticino Sand b) Hokksund Sand
c) Schmertmann 1976 d) Jamiolkowski - All Sands
See reference 5
OCR Over Consolidation Ratio
a) Based on Schmertmann’s method involving a
plot of Su/v’ /( Su/v’)NC and OCR where the Su/p’ ratio for NC clay is user selectable
9
State Parameter
The state parameter is used to describe whether a soil is contractive (SP is positive) or dilative (SP is negative) at large strains based on the work by Been and Jefferies See reference 8, 6, 5
Es/qt Intermediate parameter for calculating Young’s Modulus, E, in sands. It is the Y axis of the reference chart. Based on Figure 5.59 in the reference 5
Young’s Modulus E
Young’s Modulus based on the work done in Italy. There
are three types of sands considered in this technique. The user selects the appropriate type for the site from: a) OC Sands b) Aged NC Sands c) Recent NC Sands Each sand type has a family of curves that depend on mean normal stress. The program calculates mean normal stress and linearly interpolates between the two extremes provided in the Es/qt chart.
Mean normal stress is evaluated from:
3''''
3
1
hhvm

where v’= vertical effective stress h’= horizontal effective stress
and h = Ko • v’ with Ko assumed to be 0.5

5
qc1
qt normalized for overburden stress used for seismic analysis
qc1 = qt (Pa/v’)0.5
where: Pa = atm. Pressure qt is in MPa
3
qc1n qc1 in dimensionless form used for seismic analysis qc1n = (qc1 / Pa)(Pa/v’)n
where: Pa = atm. Pressure and n ranges from
0.5 to 0.75 based on Ic.
3
KSPT Equivalent clean sand factor for (N1)60 KSPT = 1 + ((0.75/30) • (FC – 5)) 10
KCPT Equivalent clean sand correction for qc1N Kcpt = 1.0 for Ic 1.64
Kcpt = f(Ic) for Ic > 1.64 (see reference)
10
qc1ncs Clean sand equivalent qc1n qc1ncs = qc1n Kcpt 3
CRR Cyclic Resistance Ratio (for Magnitude 7.5)
qc1ncs < 50: CRR7.5 = 0.833 [(qc1ncs/1000] + 0.05
50 qc1ncs < 160: CRR7.5 = 93 [(qc1ncs/1000]3 + 0.08

10
CPT Interpretation Methods Page 6/9
ConeTec Interpretation Methods SZW-Rev 05A Revised 2011-04-08
Interpreted Parameter Description Equation Ref
CSR Cyclic Stress Ratio
CSR = (av/v’) = 0.65 (amax / g) (v/ v’) rd
rd = 1.0 – 0.00765 z z 9.15m
rd = 1.174 – 0.0267 z 9.15 < z 23m
rd = 0.744 – 0.008 z 23 < z 30m rd = 0.50 z > 30m
10
MSF Magnitude Scaling Factor See Reference 10
FofS Factor of Safety against Liquefaction FS = (CRR7.5 / CSR) MSF 10
Liquefaction Status Statement indicating possible liquefaction Takes into account FofS and limitations based on Ic and qc1ncs. 10
Cont/Dilat Tip Contractive / Dilative qc1 Boundary based on (N1)60 (v’)boundary = 9.58 x 10-4 [(N1)60]4.79
qc1 is calculated from specified qt(MPa)/N ratio 13
Cq Normalizing Factor Cq = 1.8 / (0.8 + ((v’/Pa)) 12
qc1 (Cq) Normalized tip resistance based on Cq qc1 = Cq * qt (some papers use qc) 12
Su(Liq)/s’v Liquefied Shear Strength Ratio Su(Liq) = 0.03 + 0.0143(qc1) v’
13

CPT Interpretation Methods Page 7/9
ConeTec Interpretation Methods SZW-Rev 05A Revised 2011-04-08

Friction Ratio (%), Rf
Co
n
e

B
e
a
r
i
n
g

(
b
a
r
)
,

q
t
1000
10
1 0 1 2 3 4 5 6 7 8
100
3
1
45
6
7
8
9
10 12
11
2

Zone qt / N Soil Behavior Type
1 2 3 4 5 6 7 8 9101112
sensitive fine grainedorganic materialclaysilty clay to clayclayey silt to silty claysandy silt to clayey siltsilty sand to sandy siltsand to silty sandsandgravelly sand to sandvery stiff fine grained *sand to clayey sand *
* overconsolidated or cemented
2111.522.5345612

Figure 1 Non-Normalized Behavior Type Classification Chart

No
r
m
a
l
i
z
e
d

C
o
n
e

R
e
s
i
s
t
a
n
c
e
q-
t
vo
'vo
0.11
100
10
1000
1 10
Normalized Friction Ratio
1
23
4
5
6
7 8
9
fs x 100%q-t vo

Zone Normalized Soil Behavior Type
1 2 3 4 5 6 7 8 9
sensitive fine grainedorganic materialclay to silty clayclayey silt to silty claysilty sand to sandy siltclean sands to silty sandsgravelly sand to sandvery stiff sand to clayey sandvery stiff fine grained

Figure 2 Normalized Behavior Type Classification Chart

CPT Interpretation Methods Page 8/9
ConeTec Interpretation Methods SZW-Rev 05A Revised 2011-04-08

Figure 3 – Alternate Soil Behaviour Type Charts
CPT Interpretation Methods Page 9/9
ConeTec Interpretation Methods SZW-Rev 05A Revised 2011-04-08
Table 2 References
No. References
1 Robertson, P.K., Campanella, R.G., Gillespie, D. and Greig, J., 1986, “Use of Piezometer Cone Data”, Proceedings of InSitu 86, ASCE Specialty Conference, Blacksburg, Virginia.
2 Robertson, P.K., 1990, “Soil Classification Using the Cone Penetration Test”, Canadian Geotechnical Journal, Volume 27.
3 Robertson, P.K. and Fear, C.E., 1998, “Evaluating cyclic liquefaction potential using the cone penetration test”, Canadian Geotechnical Journal, 35: 442-459.
4 Robertson, P.K. and Wride, C.E., 1998, “Cyclic Liquefaction and its Evaluation Based on SPT and CPT”, NCEER Workshop Paper, January 22, 1997
5 Lunne, T., Robertson, P.K. and Powell, J. J. M., 1997, “ Cone Penetration Testing in Geotechnical Practice,” Blackie Academic and Professional.
6 Plewes, H.D., Davies, M.P. and Jefferies, M.G., 1992, “CPT Based Screening Procedure for Evaluating Liquefaction Susceptibility”, 45th Canadian Geotechnical Conference, Toronto, Ontario, October 1992.
7 Jefferies, M.G. and Davies, M.P., 1993. “Use of CPTu to Estimate equivalent N60”, Geotechnical Testing Journal, 16(4): 458-467.
8 Been, K. and Jefferies, M.P., 1985, “A state parameter for sands”, Geotechnique, 35(2), 99-112.
9 Schmertmann, 1977, “Guidelines for Cone Penetration Test Performance and Design”, Federal Highway Administration Report FHWA-TS-78-209, U.S. Department of Transportation
10
Proceedings of theNCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt LakeCity, 1996. Chaired by Leslie Youd. 11
11
Kulhawy, F.H. and Mayne, P.W. ,1990, “Manual on Estimating Soil Properties for Foundation Design,
Report No. EL-6800”, Electric Power Research Institute, Palo Alto, CA, August 1990, 306 p.
12 Olson, S.M. and Stark, T.D., 2002, “Liquefied strength ratio from liquefied flow filaure case histories”, Canadian Geotechnical Journal, 39: 951-966.
13
Oslon, Scott M. and Stark, Timothy D., 2003, “Yield Strength Ratio and Liquefaction Analysis of
Slopes and Embankments”, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, August 2003.

APPENDIX B
SUBSURFACE EXPLORATION LOGS

CLIENT:SUBSURFACE
EXPLORATION
LOG
LOG No :
CPT-2W2
SHEET No: 1 OF 1
CONTRACTOR INFORMATION SUBSURFACE EXPLORATION INFORMATION
CPT COMPANY: CONE TEC LAT. : 37.533317
ELEVATION (FT):
LONG. : -109.512367
CPT RIG: TRACK TC-2
SAMPLING METHOD: DIRECT PUSH
TOTAL DEPTH (FT): 19
CORE DIAM.: 1.5"
START DATE: 10/22/13
FINISH DATE: 10/22/13
LOGGED BY: RWS
GR
A
P
H
I
C
WA
T
E
R

C
O
N
T
E
N
T

(
%
)
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
AT
T
E
R
B
E
R
G

L
I
M
I
T
S
SP
E
C
I
F
I
C

G
R
A
V
I
T
Y
DE
P
T
H

(
F
T
)
RE
C
O
V
E
R
Y

(
I
N
.
)
PU
S
H

S
A
M
P
L
E
S
% G
R
A
V
E
L
% S
A
N
D
% P
A
S
S
I
N
G

N
O
.

2
0
0
(L
L
/
P
L
/
P
I
)
NOTES:
CPT RIG INFORMATION
DESCRIPTION
FIELD SAMPLE RECOVERY DATA LABORATORY TEST DATA
L:\D
e
s
i
g
n
-
D
r
a
f
t
i
n
g
\
C
l
i
e
n
t
s
-
A
-
H
\
D
E
N
I
S
O
N

M
I
N
E
S
\
0
1
3
-
S
h
e
e
t

S
e
t
\
2
0
1
3
-
0
5
-
2
8

S
U
B
S
U
R
F
A
C
E

E
X
P
L
\
1
0
0
9
7
4
0

S
U
B
S
U
R
F
A
C
E

E
X
P
L

R
E
V
I
S
E
D
1
2
3
4
6
7
8
9
11
12
13
14
16
17
18
19
21
22
23
24
26
27
28
29
31
32
33
34 E.O.B = 19 feet.
HOLE DIAM.: 2"
OPERATOR: SHAWN STEINER
HELPER: GARY COLDWELL
7-9' SANDY SILT TAILINGS - MOIST, VERY FINE TO FINE
SANDY SILT TAILINGS, GRAY
11.5-13.5' CLAYEY SAND TAILINGS - MOIST, VERY FINE TO
FINE CLAYEY SAND TAILINGS, GRAY
17-19' SANDY CLAY TAILINGS - V. MOIST TO WET, SANDYCLAY TAILINGS, BROWN (THE BOTTOM PORTION OF THE18.5-19' SAMPLE APPEARS TO BE SANDIER.)
1. SAMPLING NOT OBSERVED BY RWS. DESCRIPTIONS BASED ON INSPECTION OF SAMPLES AFTER COLLECTION.2. ALL SAMPLES, CONSIST OF NEARLY FULL 6" BRASS SLEEVES.3. A PORTION OF EACH SAMPLE RUN WAS RETRAINED BY ENERGY FUELS FOR ANALYTICAL TESTING.
>18"
24"
>18"
PE
R
M
.

(
C
M
/
S
E
C
)
RU
N
PROJ. NUM.: 1009740
PROJ. LOC.: BLANDING, UT
US
C
S

C
L
A
S
S
.
ENERGY FUELS RESOURCES (USA) INC.
WHITE MESA URANIUM MILL
CO
N
S
O
L
I
D
A
T
I
O
N
33
.
8
/
3
2
.
4
87
.
6
/
9
3
.
3
36
/
2
7
/
9
2.8 0 41.8 58.1 ML Cc=0
.
2
4
cv=0
.
0
0
0
5

c
m
2/s
1.
4
0
X
1
0
6
31
.
7
/
3
0
.
8
89
/
8
9
.
9
26
/
1
9
/
7
0 51 49 SC
34
.
2
/
2
9
.
3
79
.
3
/
8
3
.
8
40
/
2
4
/
1
6
0 34.9 65.1 CL
CLIENT:SUBSURFACE
EXPLORATION
LOG
LOG No :
CPT-2W3
SHEET No: 1 OF 1
CONTRACTOR INFORMATION SUBSURFACE EXPLORATION INFORMATION
CPT COMPANY: CONE TEC LAT. : 37.533617
ELEVATION (FT):
LONG. : -109.511300
CPT RIG: TRACK TC-2
SAMPLING METHOD: DIRECT PUSH
TOTAL DEPTH (FT): 23
CORE DIAM.:
START DATE: 10/17/13
FINISH DATE: 10/17/13
LOGGED BY: JMC/JBV
GR
A
P
H
I
C
WA
T
E
R

C
O
N
T
E
N
T

(
%
)
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
AT
T
E
R
B
E
R
G

L
I
M
I
T
S
SP
E
C
I
F
I
C

G
R
A
V
I
T
Y
DE
P
T
H

(
F
T
)
RE
C
O
V
E
R
Y

(
I
N
.
)
PU
S
H

S
A
M
P
L
E
S
% G
R
A
V
E
L
% S
A
N
D
% P
A
S
S
I
N
G

N
O
.

2
0
0
(L
L
/
P
L
/
P
I
)
NOTES:
CPT RIG INFORMATION
DESCRIPTION
FIELD SAMPLE RECOVERY DATA LABORATORY TEST DATA
L:\D
e
s
i
g
n
-
D
r
a
f
t
i
n
g
\
C
l
i
e
n
t
s
-
A
-
H
\
D
E
N
I
S
O
N

M
I
N
E
S
\
0
1
3
-
S
h
e
e
t

S
e
t
\
2
0
1
3
-
0
5
-
2
8

S
U
B
S
U
R
F
A
C
E

E
X
P
L
\
1
0
0
9
7
4
0

S
U
B
S
U
R
F
A
C
E

E
X
P
L

R
E
V
I
S
E
D
1
2
3
4
6
7
8
9
11
12
13
14
16
17
18
19
21
22
23
24
26
27
28
29
31
32
33
34 E.O.B = 23 feet.
HOLE DIAM.: 2" OD
OPERATOR: PETE BOWEN
HELPER: GARY COLDWELL
5-6.5' SAND TAILINGS - MOIST, FINE TO MEDIUM SAND
TAILINGS, TRACE SILT, GRAY
7-8.5' SILTY CLAYEY SAND TAILINGS - MOIST, SILTY CLAYEY
SAND TAILINGS, GRAY
17.8-18' SILTY SAND TAILINGS - WET, SILTY FINE TO MEDIUM
SAND TAILINGS, GRAY (MINIMAL RECOVERY, NOT LARGE
ENOUGH TO TEST FOR CONSOL/PERM)
1. START TIME : 11:00 AM, HOLE LOCATED 3' NE OF CPT HOLE.2. ALL SAMPLES ARE 1.5" O.D. STAINLESS STEEL TUBES, END CAPS WERE WAXED.
22-22.2' SAND TAILINGS - WET, FINE SAND TAILINGS, TRACE
OF SILT, GRAY (SAMPLE DISTURBED, INDEX TESTING ONLY)
4"
10"
10"
1"
2"
PE
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(
C
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/
S
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C
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RU
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PROJ. NUM.: 1009740
PROJ. LOC.: BLANDING, UT
US
C
S

C
L
A
S
S
.
ENERGY FUELS RESOURCES (USA) INC.
WHITE MESA URANIUM MILL
CO
N
S
O
L
I
D
A
T
I
O
N
0 59.3 40.7
33
.
3
/
2
1
.
3
91
.
3
/
9
7
.
3
27
/
2
1
/
6
2.84 0 53.7 46.3 SM-SC Cc=0
.
1
1
cv=0
.
0
0
0
1

c
m
2/s
3.3
X
1
0
6
94.327.3
25.8 94.6
31.3
9.0 -10.8' - SILTY CLAYEY SAND TAILINGS - WET, SILTYCLAYEY FINE SAND TAILINGS, GRAY
CLIENT:SUBSURFACE
EXPLORATION
LOG
LOG No :
CPT-2W4-C
SHEET No: 1 OF 1
CONTRACTOR INFORMATION SUBSURFACE EXPLORATION INFORMATION
CPT COMPANY: CONE TEC LAT. : 37.533100
ELEVATION (FT):
LONG. : -109.509967
CPT RIG: TRACK TC-2
SAMPLING METHOD: DIRECT PUSH
TOTAL DEPTH (FT): 17
CORE DIAM.: 1.5"
START DATE: 10/17/13
FINISH DATE: 10/17/13
LOGGED BY: JMC/JBV
GR
A
P
H
I
C
WA
T
E
R

C
O
N
T
E
N
T

(
%
)
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
AT
T
E
R
B
E
R
G

L
I
M
I
T
S
SP
E
C
I
F
I
C

G
R
A
V
I
T
Y
DE
P
T
H

(
F
T
)
RE
C
O
V
E
R
Y

(
I
N
.
)
PU
S
H

S
A
M
P
L
E
S
% G
R
A
V
E
L
% S
A
N
D
% P
A
S
S
I
N
G

N
O
.

2
0
0
(L
L
/
P
L
/
P
I
)
NOTES:
CPT RIG INFORMATION
DESCRIPTION
FIELD SAMPLE RECOVERY DATA LABORATORY TEST DATA
L:\D
e
s
i
g
n
-
D
r
a
f
t
i
n
g
\
C
l
i
e
n
t
s
-
A
-
H
\
D
E
N
I
S
O
N

M
I
N
E
S
\
0
1
3
-
S
h
e
e
t

S
e
t
\
2
0
1
3
-
0
5
-
2
8

S
U
B
S
U
R
F
A
C
E

E
X
P
L
\
1
0
0
9
7
4
0

S
U
B
S
U
R
F
A
C
E

E
X
P
L

R
E
V
I
S
E
D
1
2
3
4
6
7
8
9
11
12
13
14
16
17
18
19
21
22
23
24
26
27
28
29
31
32
33
34 E.O.B = 17 feet.
HOLE DIAM.: 2"
OPERATOR: PETE BOWEN
HELPER: GARY COLDWELL
8.7 -9' - SAND TAILINGS - WET, FINE SAND TAILINGS, GRAY
16.5 -17' SILTY CLAYEY SAND TAILINGS - WET, SILTY CLAYEYFINE SAND TAILINGS, DARK GRAY
1.START TIME : 2:55 PM, WEATHER: SUNNY, 60°, END TIME: 4:40 PM2. ALL SAMPLES ARE 1.5" O.D. STAINLESS STEEL TUBES, 24" LONG.
5.2-6' SILTY CLAYEY SAND TAILINGS - MOIST, SILTY CLAYEY
FINE SAND TAILINGS, LIGHT GRAY
11.3 - 12' SILTY CLAYEY SAND TAILINGS - WET, SILTY CLAYEY
FINE TO MEDIUM SAND TAILINGS
14.3 - 14.5' SILTY SAND TAILINGS - WET, SILTY SAND(QUARTZ) TAILINGS, GRAY
10"
25"
8"
2"
6"
PE
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C
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RU
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PROJ. NUM.: 1009740
PROJ. LOC.: BLANDING, UT
US
C
S

C
L
A
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S
.
ENERGY FUELS RESOURCES (USA) INC.
WHITE MESA URANIUM MILL
CO
N
S
O
L
I
D
A
T
I
O
N
0 65.9 34.2
1.2 57.6 41.2
29.3 96.3
114.413.2
0 57.3 42.626.3 95.3
26
/
2
0
/
6
SM-SC
CLIENT:SUBSURFACE
EXPLORATION
LOG
LOG No :
CPT-2W6-S(2)
SHEET No: 1 OF 1
CONTRACTOR INFORMATION SUBSURFACE EXPLORATION INFORMATION
CPT COMPANY: CONE TEC LAT. : 37.532133
ELEVATION (FT):
LONG. : -109.507417
CPT RIG: TRACK TC-2
SAMPLING METHOD: DIRECT PUSH
TOTAL DEPTH (FT): 17
CORE DIAM.: 1.5"
START DATE: 10/22/13
FINISH DATE: 10/23/13
LOGGED BY: RWS
GR
A
P
H
I
C
WA
T
E
R

C
O
N
T
E
N
T

(
%
)
DR
Y

D
E
N
S
I
T
Y

(
P
C
F
)
AT
T
E
R
B
E
R
G

L
I
M
I
T
S
SP
E
C
I
F
I
C

G
R
A
V
I
T
Y
PE
R
M
.

(
C
M
/
S
E
C
)
DE
P
T
H

(
F
T
)
RU
N
RE
C
O
V
E
R
Y

(
I
N
.
)
PU
S
H

S
A
M
P
L
E
S
% G
R
A
V
E
L
% S
A
N
D
% P
A
S
S
I
N
G

N
O
.

2
0
0
(L
L
/
P
L
/
P
I
)
NOTES:
CPT RIG INFORMATION
DESCRIPTION
FIELD SAMPLE RECOVERY DATA LABORATORY TEST DATA
L:\D
e
s
i
g
n
-
D
r
a
f
t
i
n
g
\
C
l
i
e
n
t
s
-
A
-
H
\
D
E
N
I
S
O
N

M
I
N
E
S
\
0
1
3
-
S
h
e
e
t

S
e
t
\
2
0
1
3
-
0
5
-
2
8

S
U
B
S
U
R
F
A
C
E

E
X
P
L
\
1
0
0
9
7
4
0

S
U
B
S
U
R
F
A
C
E

E
X
P
L

R
E
V
I
S
E
D
1
2
3
4
6
7
8
9
11
12
13
14
16
17
18
19
21
22
23
24
26
27
28
29
31
32
33
34 E.O.B = 17 feet.
HOLE DIAM.: 2"
PROJ. NUM.: 1009740
OPERATOR: SHAWN STEINER
HELPER: GARY COLDWELL
PROJ. LOC.: BLANDING, UT
US
C
S

C
L
A
S
S
.
ENERGY FUELS RESOURCES (USA) INC.
5-7' (APPROX.) - PUSHING THROUGH DEBRIS
14-17' SANDY SILT TAILINGS - WET, SANDY SILT TAILINGS
WITH VERY FINE SAND, GRAY, SLIGHTLY SANDIER AND
COARSER SAND (FINE TO MEDIUM) AT TIP OF 16' SAMPLE.* TOP 3" OF THIS SAMPLE WAS RETAINED BY ENERGY FUELSFOR ANALYTICAL TESTING.
10-12' CLAYEY SAND TAILINGS - VERY MOIST, CLAYEY VERYFINE TO FINE SAND TAILINGS, MORE CLAY AT TOP, LESS
CLAY AT BOTTOM (TRACE), GRAY
12-14' SILT TAILINGS - VERY MOIST TO WET, SILT TAILINGS,GRAY, TIP OF SAMPLER WET AT ~ 14'.
1. START TIME: 2:40PM 10/22/13, END TIME 10:45 AM 10/23/132. ALL SAMPLES (EXCEPT 11.5 -12') CONSIST OF NEARLY FULL 6" BRASS SLEEVES.3. A PORTION OF EACH SAMPLE RUN WAS RETAINED BY ENERGY FUELS FOR ANALYTICAL TESTING.
6"
15"
21"
WHITE MESA URANIUM MILL
CO
N
S
O
L
I
D
A
T
I
O
N
63.8 61
68
/
3
6
/
3
2
2.85 0 3 97 MH
1.7
X
1
0
7
Cc=0
.
2
7
cv=0
.
0
0
3

c
m
2/s45.3 73.8
29
.
7
/
5
9
94
.
6
/
6
6
.
3
37
/
2
6
/
1
1
0 39.8 60.2 ML
CLIENT:SUBSURFACE
EXPLORATION
LOG
LOG No :
SHEET No: 1 OF 1
CONTRACTOR INFORMATION SUBSURFACE EXPLORATION INFORMATION
CPT COMPANY: CONE TEC LAT. : 37.532050
ELEVATION (FT):
LONG. : -109.507700
CPT RIG: TRACK TC-2
SAMPLING METHOD: DIRECT PUSH
TOTAL DEPTH (FT): 18
CORE DIAM.: 1.5"
START DATE: 10/22/13
FINISH DATE: 10/23/13
LOGGED BY: RWS
GR
A
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C
O
N
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T

(
%
)
DR
Y

D
E
N
S
I
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Y

(
P
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AT
T
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B
E
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G

L
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SP
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I
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G
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A
V
I
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DE
P
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(
F
T
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RE
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O
V
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Y

(
I
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PU
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S
A
M
P
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% G
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A
V
E
L
% S
A
N
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% P
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I
N
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N
O
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2
0
0
(L
L
/
P
L
/
P
I
)
NOTES:
CPT RIG INFORMATION
DESCRIPTION
FIELD SAMPLE RECOVERY DATA LABORATORY TEST DATA
L:\D
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s
i
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-
D
r
a
f
t
i
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\
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i
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-
A
-
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N

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1
3
-
S
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2
0
1
3
-
0
5
-
2
8

S
U
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S
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P
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0
9
7
4
0

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S
U
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A
C
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E
X
P
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D
1
2
3
4
6
7
8
9
11
12
13
14
17
18
19
21
22
23
24
26
27
28
29
31
32
33
34 E.O.B = 18 feet.
HOLE DIAM.: 2"
OPERATOR: SHAWN STEINER
HELPER: GARY COLDWELL
6-8.5' SILTY CLAY WITH SAND - DRY TO SL. MOIST, HARD
SILTY CLAY WITH FINE SAND, BROWN, MAY BE INTERIM
COVER MATERIAL, SAMPLER DRY
16-18' SANDY SILT TAILINGS - WET SANDY SILT TAILINGS,GRAY, FINE TO MEDIUM SAND AT TOP OF RUN, GRADES TOFINE SAND AND MORE SILT AT BOTTOM OF RUN, SOME CLAYAT 18'
11-11.8' PUSHING SOMETHING HARD (DEBRIS OR ROCK),
STOPPED AT 11.8" AND MOVED TO NEW LOCATION
8.5-11' PUSHING SOMETHING HARD, POOR RECOVERY,SAMPLER DRY, LOOSE SAND MATERIAL OBSERVED (DRY)
14-16' SANDY SILT TAILINGS- VERY MOIST TO WET SANDY
SILT TAILINGS, GRAY, MORE FINE - MEDIUM SAND AT
BOTTOM
1. START TIME: 3:45 PM 10/22/13, HOLE LEFT OPEN OVERNIGHT, END TIME 8:30 AM2. AT 8:30 AM ON 10/23/13, MEASURED WATER LEVEL IN OPEN CPT HOLE (FROM CPT ON 10/22/13). NO FREE WATER MEASURED TO 14.3 FT bgs(HOLE CAVED IN AT 14.3 FT).3. ALL SAMPLES CONSIST OF FULL OR NEARLY FULL 6" BRASS SLEEVES.
4. A PORTION OF EACH SAMPLE RUN WAS RETAINED BY ENERGY FUELS FOR ANALYTICAL TESTING.
18"
4"
18"
20"
CPT-2W6-S(3)
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WHITE MESA URANIUM MILL
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1.6
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1
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7
Cc=0
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6
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cv=0
.
0
0
2

c
m
2/s
58.9 71.5 54
/
3
0
/
2
4
2.77 0 45.6 54.4 MH
40.7 82.2 54.6
15
CLIENT:SUBSURFACE
EXPLORATION
LOG
LOG No :
CPT-2E1
SHEET No: 1 OF 1
CONTRACTOR INFORMATION SUBSURFACE EXPLORATION INFORMATION
CPT COMPANY: CONE TEC LAT. : 37.532800
ELEVATION (FT):
LONG. : -109.503700
CPT RIG: TRACK TC-2
SAMPLING METHOD: DIRECT PUSH
TOTAL DEPTH (FT): 28
CORE DIAM.: 1.5"
START DATE: 10/17/13
FINISH DATE: 10/18/13
LOGGED BY: JMC/JBV
GR
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(
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PU
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S
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% G
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A
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E
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% S
A
N
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% P
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I
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N
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2
0
0
(L
L
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NOTES:
CPT RIG INFORMATION
DESCRIPTION
FIELD SAMPLE RECOVERY DATA LABORATORY TEST DATA
L:\D
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s
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C
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0
1
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-
2
8

S
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E
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0
9
7
4
0

S
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A
C
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E
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1
2
3
4
6
7
8
9
11
12
13
14
16
17
18
19
21
22
23
24
26
27
28
29
31
32
33
34 E.O.B = 28 feet.
HOLE DIAM.: 2"
OPERATOR: PETE BOWEN
HELPER: GARY COLDWELL
7.4 - 7.5' SAND TAILINGS - MOIST, FINE SAND TAILINGS,BROWNISH GRAY (SAMPLE DISTURBED, INDEX TESTINGONLY), ADDED SIDE MATERIAL TO TUBE
13.8 - 14' SAND TAILINGS - WET, FINE SAND TAILINGS, LIGHT
GRAY
8.4 - 8.5' SAND TAILINGS - MOIST, FINE TO MEDIUM SANDTAILINGS, TR/SO SILT, GRAY AND LIGHT BROWN(HELD SAMPLE FOR 10 MIN BEFORE PUSHING.)
24.8 - 25' SAND TAILINGS - WET, FINE SAND TAILINGS, LIGHT
GRAY (UPPER 1/4" OF SAMPLE DISTURBED FROM ROD TIP.
WAITED FOR 10 MIN. BEFORE PUSH. WAITED FOR 6 MIN
AFTER.)
27.0 - 28' SILTY SAND TAILINGS - WET, SILTY FINE SANDTAILINGS, GRAY AND BROWN(WAITED FOR 20 MIN BEFORE PUSH, 10 MIN AFTER.)
1. START TIME : 6:00 PM. END TIME: 6: 25 PM FOR DAY. RESTART: 8:00 PM, END TIME: 11:30 AM. HOLE IS LOCATED APPROX 2' SOUTH OF CPTHOLE. WEATHER: SUNNY, 50°2. ALL SAMPLES WERE COLLECTED IN 1.5" O.D. STAINLESS STEEL TUBES.3. SAMPLE RECOVERY LISTED AS MATERIAL IN SAMPLE COVERS (SHOE HOLDS 1").
1"
1"
2"
5"
2"
2"
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25.5 98.1 0 70.9 29.2
24.6 99.7
15.8 105.9
31
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18.5 - 19' SILTY CLAYEY SAND TAILINGS - WET, SILTY CLAYEY
FINE SAND TAILINGS, LIGHT GRAY
(WAITED FOR 22 MIN.)
7.5 - 8.5' (RECOVERY OF ABOUT 1" IN SHOE)
CLIENT:SUBSURFACE
EXPLORATION
LOG
LOG No :
CPT-3-4N
SHEET No: 1 OF 1
CONTRACTOR INFORMATION SUBSURFACE EXPLORATION INFORMATION
CPT COMPANY: CONE TEC LAT. : 37.531333
ELEVATION (FT):
LONG. : -109.508800
CPT RIG: TRACK TC-2
SAMPLING METHOD: DIRECT PUSH
TOTAL DEPTH (FT): 19
CORE DIAM.: 1.5"
START DATE: 10/22/13
FINISH DATE: 10/22/13
LOGGED BY: RWS
GR
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DE
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% P
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2
0
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(L
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NOTES:
CPT RIG INFORMATION
DESCRIPTION
FIELD SAMPLE RECOVERY DATA LABORATORY TEST DATA
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C
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1
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8

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9
7
4
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E
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1
2
3
4
6
7
8
9
11
12
13
14
16
17
18
19
21
22
23
24
26
27
28
29
31
32
33
34 E.O.B = 19 feet.
HOLE DIAM.: 2"
OPERATOR: SHAWN STEINER
HELPER: GARY COLDWELL
5-9' SILTY CLAYEY SAND TAILINGS - VERY MOIST TO WET,SILTY CLAYEY FINE TO MEDIUM SAND TAILINGS, SLIGHTLYSILTY, BROWNISH GRAY
12.5-14.5' NO SAMPLE, SAND OBSERVED IN EMPTY SAMPLER,
SAMPLER WET.
16-19' WAITED 5 MINUTES AFTER PUSH. NO SAMPLE. SAND
OBSERVED IN EMPTY SAMPLER, SAMPLER WET.
1. START TIME: 12:45 PM, END TIME: 12:20 PM2. ALL SAMPLES CONSIST OF NEARLY FULL 6" BRASS SLEEVES.3. A PORTION OF EACH SAMPLE RUN WAS RETAINED BY ENERGY FUELS FOR ANALYTICAL TESTING.
9-11.5' SAND TAILINGS - VERY MOIST TO WET, VERY FINE TOFINE SAND TAILINGS, SLIGHTLY SILTY, BROWNISH GRAY
8"
9"
9"
0"
0"
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WHITE MESA URANIUM MILL
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26.1 96.9 0 88.8 11.2
29.2 93.5 0 80.4 19.6
27.1 98.3 0 87 13
CLIENT:SUBSURFACE
EXPLORATION
LOG
LOG No :
CPT-3-6N
SHEET No: 1 OF 1
CONTRACTOR INFORMATION SUBSURFACE EXPLORATION INFORMATION
CPT COMPANY: CONE TEC LAT. : 37.531933
ELEVATION (FT):
LONG. : -109.511650
CPT RIG: TRACK TC-2
SAMPLING METHOD: DIRECT PUSH
TOTAL DEPTH (FT): 18.5
CORE DIAM.: 1.5"
START DATE: 10/22/13
FINISH DATE: 10/22/13
LOGGED BY: RWS
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2
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(L
L
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NOTES:
CPT RIG INFORMATION
DESCRIPTION
FIELD SAMPLE RECOVERY DATA LABORATORY TEST DATA
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2
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4
6
7
8
9
11
12
13
14
16
17
18
19
21
22
23
24
26
27
28
29
31
32
33
34 E.O.B = 18.5 feet.
HOLE DIAM.: 2"
OPERATOR: SHAWN STEINER
HELPER: GARY COLDWELL
5-7' SANDY CLAY TAILINGS - MOIST, SANDY CLAY TAILINGSWITH FINE SAND, MORE CLAY AT ABOUT 6.4 - 6.6 FT, LESS
CLAY AT TOP (6') AND BOTTOM (7')
13-15.5' CLAY TAILINGS WITH SAND - VERY MOIST TO WET,CLAY TAILINGS WITH VERY FINE TO FINE SAND, BROWNISHGRAY
16-18.5' SILTY TAILINGS WITH SAND - VERY MOIST TO WET,SILT TAILINGS WITH VERY FINE SAND, BROWNISH GRAY
1. START TIME: 10:40 AM, END TIME: 11:45 AM2. ALL SAMPLES CONSIST OF NEARLY FULL 6" BRASS SLEEVES.3. A PORTION OF EACH SAMPLE RUN WAS RETAINED BY ENERGY FUELS FOR ANALYTICAL TESTING.
9-11' SANDY SILT TAILINGS - WET, SANDY SILT TAILINGS,BROWN
16"
24"
30"
30"
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38.1 78
40
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0 30.7 69.3 ML
Cc=0
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cv=0
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0
0
0
5

c
m
2/s
49
.
2
/
3
5
.
7
72
.
1
/
8
0
.
6
37
/
2
3
/
1
4
0 22.2 77.8 CL
40
.
5
/
3
9
.
5
81
.
1
/
8
3
.
6
31
/
2
4
/
7
0 16.6 83.4 ML
31.3 78.9 37
/
2
2
/
1
5
2.86 0 35.8 67.4 CL 9.
8
X
1
0
6
APPENDIX C
DIRECT PUSH SAMPLING PHOTOGRAPHS

CPT-2W2, 7.5 - 9 ft CPT-2W2, 7.5 - 8 ft
CPT-2W2, 8 – 8.5 ft CPT-2W2, 8.5 - 9 ft
CPT-2W2, 11.5 – 13.5 ft CPT-2W2, 11.5 - 12 ft
CPT-2W2, 12 – 12.5 ft CPT-2W2, 12.5 - 13 ft
CPT-2W2, 13 – 13.5 ft CPT-2W2, 17.5 - 19 ft
CPT-2W2, 17.5 – 18 ft CPT-2W2, 18 – 18.5 ft
CPT-2W2, 18.5 - 19 ft CPT-2W3, 6 ft
CPT-2W3, 8 ft CPT-2W3, 10 ft
CPT-2W3, 18 ft CPT-2W3, 22 ft
CPT-2W4-C, 6 ft CPT-2W4-C, 9 ft
CPT-2W4-C, 12 ft CPT-2W4-C, 14.5 ft
CPT-2W4-C, 17 ft CPT-2W6-S (2), 11.5 - 12 ft
CPT-2W6-S (2), 13 - 14 ft CPT-2W6-S (2), 13 – 13.5 ft
CPT-2W6-S (2), 13.5 – 14 ft CPT-2W6-S (2), 14.5 - 16 ft
CPT-2W6-S (2), 14.5 - 15 ft CPT-2W6-S (2), 15 – 15.5 ft
CPT-2W6-S (2), 15.5 – 16 ft CPT-2W6-S (3), 15 - 16 ft
CPT-2W6-S (3), 15 – 15.5 ft CPT-2W6-S (3), 15.5 - 16 ft
CPT-2W6-S (3), 17 – 18 ft CPT-2W6-S (3), 17 – 17.5 ft
CPT-2W6-S (3), 17.5 - 18 ft CPT-2E1, 7.5 ft
CPT-2E1, 14 ft CPT-2E1, 19 ft
CPT-2E1, 25 ft CPT-2E1, 28 ft
CPT-3-4N, 6.5 – 7 ft CPT-3-4N, 8.5 – 9 ft
CPT-3-4N, 11 – 11.5 ft CPT-3-6N, 6 – 7 ft
CPT-3-6N, 6 – 6.5 ft CPT-3-6N, 6.5 – 7 ft
CPT-3-6N, 9.5 – 11 ft CPT-3-6N, 9.5 – 10 ft
CPT-3-6N, 10 – 10.5 ft CPT-3-6N, 10.5 – 11 ft
CPT-3-6N, 14 – 15.5 ft CPT-3-6N, 14 – 14.5 ft
CPT-3-6N, 14.5 – 15 ft CPT-3-6N, 15 – 15.5 ft
CPT-3-6N, 17 – 18.5 ft CPT-3-6N, 17 – 17.5 ft
CPT-3-6N, 17.5 – 18 ft CPT-3-6N, 18 – 18.5 ft

APPENDIX D
GEOTECHNICAL LABORATORY TEST RESULTS

Table D‐1  White Mesa Mill ‐ Laboratory Testing Results for Tailings Samples from Cell 2 and Cell 3 Tailings Investigation, October 2013
Sampling 
Location
Sample Depth 
Intervala (ft)
Sample Length 
(in)Material Descriptiona %
Gravel
%
Coarse
Sand
%
Medium
Sand
%
Fine
Sand
%
Silt
%
Clay
% Passing 
#200
Liquid
Limit (%)
Plastic
Limit 
(%)
Plastic
Index
Moisture 
Content (%)
Dry Density 
(pcf)Porosity Total 
Density (pcf)Cc Cr cv Rangee (cm2/s)Averagef cv 
(cm2/s)
12 1 212 1 2
7.5‐9.0 6/6/6 sandy silt tailings 0 0 1.6 40.2 58.1 36 27 9 33.8 32.4 87.6 93.3 117.2 123.5 2.80 95.2 104.0 1.40E‐06 30.4 80.6 0.54 105.1 0.24 0.01 0.0003 ‐ 0.0005 0.0005 ML sand‐slime tailings
11.5‐13.5 6/6/6/6 clayey sand tailings 0 0 2.9 48.1 49 26 19 7 31.7 30.8 89 89.9 117.2 117.6 2.8 92.2 91.4 SC sand‐slime tailings
17.5‐19.0 6/6/6 sandy clay tailings 0 50.9 14.2 65.1 40 24 16 34.2 29.3 79.3 83.8 106.4 108.4 2.86 78.2 74.2 CL slime tailings
6.0‐6.5 4 sand tailings 25.8 94.6 119 2.7 89.2
7‐8.5 10 silty clayey sand tailings 0 35.1 11.2 46.3 27 21 6 33.3 91.3 121.7 2.84 100.5 3.30E‐06 31.5 94.4 0.47 124.1 0.11 0.01 0.0004 ‐ 0.002 0.001 SM‐SC sand‐slime tailings
9.0‐10.8 10 silty clayey sand tailings 0 0 4.2 55.1 40.7 27.3 94.3 120 2.8 89.6 SM, SC, or SM‐SC sand‐slime tailings
16‐18.0 1 silty sand tailings 31.3
22.0‐22.2 2
sand tailings 
(sample disturbed)
5.2‐6.0 10 silty clayey sand tailings 1.2 1.6 8.8 47.2 41.2 13.2 114.4 129.5 2.8 70.1 SM, SC, or SM‐SC sand‐slime tailings
8.7‐9.0 2.5 sand tailings 21.3 97.3 118 2.7 78.6
11.3‐12.0 8 silty clayey sand tailings 0 0.1 11.1 54.7 34.2 29.3 96.3 124.5 2.80 100.7 SM, SC, or SM‐SC sand‐slime tailings
14.3‐14.5 2 silty sand tailings 26 2.8
16.5‐17.0 6 silty clayey sand tailings 0 0.1 4.6 52.6 42.6 26 20 6 26.3 95.3 120.4 2.8 88.4 SM‐SC sand‐slime tailings
11.5‐12.0 6 clayey sand tailings 45.3 73.8 107.2 2.8 92.8
13.0‐14.0 6/6 silt tailings 0 81.2 15.8 97 68 36 32 63.8 61 99.92 2.85 94.9 1.70E‐07 35.5 80.8 0.55 109.5 0.27 0.02 0.001 ‐ 0.004 0.003 MH slime tailings
14.5‐16.0 6/6/6 sandy silt tailings 0 45.8 14.4 60.2 37 26 11 29.7 59 94.6 66.3 122.7 105.4 2.86 95.8 99.7 ML slime tailings
15.0‐16.0 6/6 sandy silt tailings 0 43.9 10.5 54.4 54 30 24 58.9 71.5 113.6 2.77 115.1 1.60E‐07 71.6 56.2 0.67 96.4 0.61 0.06 0.001 ‐ 0.004 0.002 MH sand‐slime tailings
17.0‐18.0 6/6 sandy silt tailings 54.6 40.7 82.2 115.7 2.8 101.2 sand‐slime tailings
7.4‐7.5 1
sand tailings
(sample disturbed)
13.8‐14 2 sand tailings 24.6 99.7 124.2 2.7 96.3
18.5‐19.0 5 silty clayey sand tailings 0 0 2.6 68.3 29.2 25.5 98.1 123.1 2.7 96.0 SM, SC, or SM‐SC sand tailings
24.8‐25.0 2
sand tailings 
(sample disturbed)
27.0‐28.0 2 silty sand tailings 31 19 12 15.8 105.9 122.6 2.8 68.1
6.5‐7.0 6 silty clayey sand tailings 0 0 17.6 69.4 13 27.1 98.3 124.9 2.7 102.5 SM, SC, or SM‐SC sand tailings
8.5‐9.0 6 silty clayey sand tailings 0 0 1.7 78.7 19.6 29.2 93.5 120.8 2.7 98.3 SM, SC, or SM‐SC sand tailings
11.0‐11.5 6 sand tailings 0 0 3.1 85.7 11.2 26.1 96.9 122.2 2.7 95.4 SP‐SM or SP‐SC sand tailings
6.0‐7.0 6/6 sandy clay tailings 0 0 0.1 35.7 67.4 37 22 15 31.3 78.9 103.6 2.86 70.9 9.80E‐06 41.0 69.8 0.61 98.4 0.28 0.02 0.0001 ‐ 0.001 0.0005 CL slime tailings
9.5‐11.0 6/6/6 sandy silt tailings 0 56.7 12.6 69.3 40 26 14 38.1 47.5 78 80.3 107.7 2.86 84.6 ML slime tailings
14.0‐15.5 6/6/6 clay tailings with sand 0 58.1 19.7 77.8 37 23 14 49.2 35.7 72.1 80.6 107.6 109.4 2.86 95.4 84.1 CL slime tailings
17.0‐18.5 6/6/6 silt tailings with sand 0 65.3 18.1 83.4 31 24 7 40.5 39.5 81.1 83.6 113.9 116.6 2.86 96.5 99.6 ML slime tailings
Notes:aMaterial descriptions based on laboratory testing results and subsurface exploration logs.  
bSoil moisture test samples taken from center of sample.  The deepest samples were selected for testing.   Sample 1 is the deepest sample collected and Sample 2 is the sample above the bottom sample, except for 2W3 @ 7 ‐ 8.5'.  For this sample, two samples were cut from the center for testing.  
dAssumed values used to calculate % saturation are shown in red.  Assumed values used for sand, sand‐slime, and slime tailings were 2.7 (based on typical value), 2.8 (based on average measured value for sand‐slime samples), and 2.86 (based on average measured value for slime tailings), respectively.
eRange of cv values for linear portion of consolidation curve.  
fAverage cv value for linear portion of consolidation curve.
ConsolidationAtterber LimitsParticle Size Analysis
58.1
29.2
3‐6N
3‐4N
3
39.8
30.7
2W3
2W4‐C
2W6‐S (2)
2W6‐S (3)
2E1
2W2
22.2
16.6
Moisture 
Contentb (%)
Specific 
Gravityc,
Gs
53.7
49
34.9
19.6
45.6
Hydraulic 
Conductivity
(cm/s)
11.2
67.4
13
Saturationd (%) 
Dry Unit 
Weight
(pcf)
41.2
34.2
42.6
Total Density 
(pcf)
40.7
Tailings Classification based on % Passing No. 
200 ( 0 ‐ 30% sand, 30 ‐ 60% sand‐slime, and 
60 ‐ 100% slime, ranges adjusted from Larson 
and Mitchell, 1986)
USCS
MWH Summary
FIGURE D‐1  GRADATION TEST RESULTS ‐ CELL 2 AND CELL 3 TAILINGS SAMPLES ENERGY FUELS (USA) CORP.
WHITE MESA MILL
MWH Summary
12" 6" 4" 3" 2"1" 3/4" 0.5" 3/8" #4 #10 #20 #40 #60 #100 #200
0
10
20
30
40
50
60
70
80
90
1000
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
PE
R
C
E
N
T

R
E
T
A
I
N
E
D

B
Y

W
E
I
G
H
T
PE
R
C
E
N
T

F
I
N
E
R

B
Y

W
E
I
G
H
T
PARTICLE SIZE (MM)
2W2 (18'-18.5')
2W3 (7'-8.5')
2W6-S(2) (13'-14')
2W6-S(2) (15.5'-16')
2W6-S(3) (15.5'-16')
3-6N (10'-11')
3-6N (14.5'-15.5')
3-6N (17.5'-18.5')
2E1 (18.5'-19')
2W2 (8.5'-9')
2W2 (12.5'-13.5')
2W3 (9'-10.8')
2W4-C (5.2'-6')
2W4-C (11.3'-12')
2W4-C (16.5'-17')
3-4N (6.5'-7')
3-4N (8.5'-9')
3-4N (11'-11.5')
3-6N (6.5'-7')
HYDROMETERSIEVE SIZE
LETTER OF TRANSMITTAL
Signed: _______________________________N. Randy Rainwater, P.E.Laboratory Department ManagerDistribution: 1 Copy – MWH Americas, Inc.
Ms. Melanie Davis, P.E.
CC:
IF ENCLOSURES ARE NOT AS NOTED, PLEASE NOTIFY US AT ONCE.
This Letter of Transmittal and the documents accompanying this Letter of Transmittal contain information from S&ME. Inc.which is confidential and legally privileged. The information is intended only for the use of the individual or entity named in thisLetter of Transmittal. If you are not the authorized recipient, you are hereby notified that any disclosure, copying, distribution,or the taking of any action in reliance on these documents is strictly prohibited.
S&ME, Inc.
1413 Topside Road
Date:
S&ME Project No:
April 3, 2014
1439-13-335Louisville, Tennessee 37777 Project Name: White Mesa Mill(865) 970 0003 – Phone Reference: Laboratory Test Results(865) 970 2312 – Fax Transmittal No. 6
www.smeinc.com
To: MWH Americas, Inc.
3665 JFK Parkway, Suite 206
Fort Collins, Colorado 80525Attention: Ms. Melanie Davis, P.E.
With this transmittal, we are sending you the following:
Document
NumberofPages
Final Report of Laboratory Testing Results 95
These documents are transmitted as checked below:
[ ] For Approval [ ] For Your Use [X] As Requested [ ] For review & comment [ ] ________
April 3, 2014
MWH Americas, Inc.
3665 JFK Parkway, Suite 206
Fort Collins, Colorado 80525
Attention:
Reference:
Ms. Melanie M. Davis, P .E.
Report of Laboratory Testing Results
White Mesa Mill Uranium Tailings
San Juan County, Utah
S&ME Project No. 1439-13-335
Dear Ms. Davis:
As requested by MWH Americas, Inc. (MWH), S&ME, Inc. (S&ME), has completed
laboratory tests on samples received at our Knoxville Location Laboratory on November
25, 2013. The testing was performed in general accordance with S&ME Proposal No.
3913342R3; MWH Task Order No. WMOOI; MWH White Mesa Testing Schedules dated
December 3, 2013 and February 6, 2014; and the ASTM standard test methods listed
below. The reports of test results are included with this report.
• ASTM D4 318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils
• ASTM D422 Particle-Size Analysis of Soils
• ASTM Dl 140 Amount of Material in Soils Finer than No. 200 (75-µm) Sieve
• ASTM D2216 Laboratory Determination of Water (Moisture) Content of Soil and
Rock by Mass
• ASTM D854 Specific Gravity of Soil Solids by Water Pycnometer
• ASTM D5084 Measurement of Hydraulic Conductivity of Saturated Porous
Materials Using a Flexible Wall Permeameter
• ASTM D2435 One-Dimensional Consolidation Properties of Soils Using
Incremental Loading
• ASTM D7263 Laboratory Determination of Density (Unit Weight) of Soil
Specimens
As requested by MWH, ASTM D2435 tests were conducted on 1.4 inch diameter
specimens. The consolidation loading schedules were as discussed in email
correspondence with you on December 1, 2, and 23, 2013. The consolidation specimen
from sample 2W6-S(3), 15.0 to 16.0 feet, was only loaded to a maximum pressure of
12.83 ksf. At the end of the 12.83 ksfload increment the specimen had consolidated
approximately 0.24 inches which was near the consolidation limit of the apparatus when
testing 1.4 inch diameter specimens. Excluding oven dried material, there was an
insufficient quantity of soil to perform the tests requested on composite specimens
of 3-4N.
S&ME, INC. / 1413 Topside Road I Louisville, TN 37777 Ip 865.970.0003 f 865.970.2312 / www.smeinc.com
Report of Laboratory Testing
White Mesa Mill Uranium Tailings I San Juan Countv. Utah
S&ME, Inc. Project No. 1439-13-335
April 3. 2014
The results of the One-Dimensional Consolidation tests are presented using Geosystem
Swell/Consolidation Test Module by Von Gunten Engineering Software, Inc. Soil
properties such as coefficient of consolidation and compression indices are reported.
However, these properties a;e subject to engineering interpretation an.d are not direct
results of the laboratory tests which were conducted by S&ME, Inc. The client is
responsible for the interpretation of the consolidation test data.
Draft reports of test results were sent in earlier transmittals. Test result data included in
this report are the same as in the most recent draft reports. Where minor changes, (e.g.
descriptions and remarks), were made in test reports, the report was given a new report
and review date. The attached reports are arranged in order of sample identification and
depth within four sections as follows:
1. Physical Properties, ASTM D4318, ASTM D422, ASTM Dll40
2. Moisture Content and Unit Weight, ASTM D2216, ASTM D7263
3. Hydraulic Conductivity, ASTM D5084
4. One-Dimensional Consolidation and Soil Specific Gravity, ASTM D2435, ASTM
D854
S&ME appreciates the opportunity to be of service to MWH. Please feel free to contact
us if you have questions or comments concerning this report or any of our services.
Respectfully submitted,
S&ME,Inc.
/.£/~
N. Randy Rainwater, P .E. (Tennessee)
1/ 1J /) //w, //4'?.41l.----Joa~. Pearson, P.E. (Tennessee)
Project Manager Project Engineer
NRR/JBP/jc
Attachments: Laboratory Test Reports
Report of Laboratory Testing S&ME, Inc. Project No. 1439-13-335White Mesa Mill Uranium Tailings / San Juan County, Utah April 3, 2014
Physical Properties
ASTM D4318
ASTM D422
ASTM D1140
3
A
B
C
D
E
F
N
LL
25
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
One-point Method
19
Tare Weight
LL =F * FACTOR
9.44
Water Weight (B-C)
Dry Soil Weight (C-A)
3.02
# OF DROPS
% Moisture (D/E)*100 32.0%
19
Type and Specification
Oven 19931
4/10/2013
18435
MWH Americas, Inc.
Balance (0.01 g)
2E1
ASTM D4318 AASHTO T 89
Client Address:
Client Name:
Grooving tool
Cal Date: Type and Specification
Boring No.:
Fort Collins, CO
Form No. TR-D4318-T89-90
AASHTO T 90xo
Revision Date: 11/20/07
Revision No. 0
Project #:
Project Name:
12/3/2013
o
S&ME ID # Cal Date:
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
4/8/2013
12/23/13
18640
Report Date:
Sample Date:
White Mesa Mill Test Date(s) 12/12/13
S&ME ID #
Group Symbol
Plastic Limit
18.6%
10
24.40
16.58
All Moisture Contents
determined by ASTM D2216
1.46
25.86
7.85 7.93
18.5%
1.47
25.98
24.5127.74
32.66
20.59
3.40 2.77
31.14
10.79 9.30
LL Apparatus 18517
107
12/2/2013
30.56
27.54
Wet Soil Weight + A
Dry Soil Weight + A
Liquid Limit
22 35
31.5% 29.8%
29.89
Ave. Average
Plastic Index
One Point Liquid Limit
18.6%
ASTM D4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
CL
31
19
12
Multipoint Method
Liquid Limit
27.8 - 28.0 ft
0.979
0.985
0.99
Derek Baker
Air Dried
12/12/2013
24
Factor
1.000
NP, Non-Plastic
N. Randy Rainwater
Notes / Deviations / References:Group symbol is for minus No. 40 portion only.
No. 40 Sieve 2479
Technician Name Date
Wet Preparation
26 1.005
1.022
Date
18.10
100 9
16.95 16.55
Dry Preparation
12/23/2013
Technical Responsibility
10/18/13
1439-13-335
Depth:
o
0.995
0.974
28
30
2721
22
N Factor
Log No.: 10017
Tare #:
7/15/2013
Plastic LimitPan #
1.014
29 1.018
1.009
N
20
Liquid Limit, Plastic Limit, and Plastic Index
23
15 20 25 30 35 40
29.0
30.0
31.0
32.0
33.0
34.0
35.0
36.0
37.0
38.0
39.0
10 100
%

M
o
i
s
t
u
r
e

C
o
n
t
e
n
t
# of Drops
S&ME, INC. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
ASTM D 4318, 2E1, 27.8-28 ft.xls
Page 1 of 1
4
97.4%
0.0%
0.0%
62.2%
70.8%
% Passing #200 =
0.2%
2.6%
15.1%
42.2%
29.2%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
0.0%
114.27
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.0%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 20
Plasticity tests were not performed. Plasticity is described by visual-manual method.
12/23/2013
29.2%
12/23/13
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
25.4%
120.30
Sieve Analysis of Soils
57.8%#100 0.150
Sample Log No.: 10017 ASTM D422
84.9%
Tare Wt.
Depth:18.5 - 19.0 ft
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
20.0%
8.6%
Project #:
Project Name:
1 Mass of Sample after Wash + Tare Wt.
37.8%
#60 12.6%
0.2%
Total Sample Dry Weight 161.35 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
99.8%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
2.4%
29.2%
68.3%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
mm.
25.00
4.75
0.0%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
10/18/131.4 inch dia. tube
Mass of Sample after Wash
Gray silty, clayey sand
297.9177.57
Type:2E1
% Retained
Between Sieves
100.0%
338.92
100.0%
Individual Total Sample
0.0%
0.0%
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
N. Randy Rainwater
0.075
41.05
Position
Laboratory Department Manager
2.6%
0.26
100.0%
0.425
0.250
0.850
100.0%
100.0%
4.12
24.39
68.08 27.1%
0.106
Notes / Deviations / References:
#200
<0.075
#140
120.0
100.32
Fine Sand
19.00
3/8"
#10
3/4"
0.0%
0.00
#4
1/2"
9.50
2.000
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
Fine Sand
Silt & Clay
68.3%Fine Sand
29.2%
x xAngular
10/18/13
12/23/13
ASTM D 422 Particle-Size Analysis of Soils
12/23/2013N. Randy Rainwater
2.6%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
o
Position
Plasticity tests were not performed. Plasticity is described by visual-manual method.
Technical Responsibility Signature Date
0.0%
Rounded
Hard & Durable x
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Gray silty, clayey sandSample Description:
0.0%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
68.3%
Gravel < 75 mm and > 4.75 mm (#4)Silt
Sample Date:
18.5 - 19.0 ft
1.4 inch dia. tube
Depth:
Client Address:
Project Name:
Boring No.: 2E1 Type:
Client Name:
Fort Collins, CO
1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 20
Medium Sand
Coarse Sand
2.6%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
r
c
e
n
t

P
a
s
s
i
n
g

(
%
)
Millimeters
98.4%
0.0%
0.0%
31.7%
41.9%
% Passing #200 =
0.0%
1.6%
5.5%
15.9%
58.1%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
0.0%
59.44
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.0%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 20
Plasticity tests were not performed. Plasticity is described by visual-manual method.
3/19/2014
58.1%
12/23/13
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
55.5%
63.22
(D4318 & D2487)
Amended 3/19/14
Sieve Analysis of Soils
84.1%#100 0.150
Sample Log No.: 10017 ASTM D422
94.5%
Tare Wt.
Depth:8.5 - 9.0 ft
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
15.8%
10.2%
Project #:
Project Name:
X Mass of Sample after Wash + Tare Wt.
68.3%
#60 3.9%
0.0%
Total Sample Dry Weight 141.91 % Passing #200 (D1140)
#40
12/11/13 - 12/17/13
100.0%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
1.6%
58.1%
40.2%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
mm.
25.00
4.75
0.0%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
10/22/131.4 inch dia. tube
Mass of Sample after Wash
SANDY SILT (ML), gray, fine sand
119.0355.81
Type:2W2
% Retained
Between Sieves
100.0%
197.72
100.0%
Individual Total Sample
0.0%
0.0%
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
N. Randy Rainwater
0.075
78.69
Position
Laboratory Department Manager
1.6%
0.05
100.0%
0.425
0.250
0.850
100.0%
100.0%
2.33
7.87
22.54 10.3%
0.106
Notes / Deviations / References:
#200
<0.075
#140
63.1
44.92
Fine Sand
19.00
3/8"
#10
3/4"
0.0%
0.00
#4
1/2"
9.50
2.000
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
Fine Sand
Silt & Clay
40.2%Fine Sand
Plastic Index 9
58.1%
x xAngular
10/22/13
12/23/13
(D4318 & D2487)
Amended 3/19/14
ASTM D422, D4318, D2487
3/19/2014N. Randy Rainwater
1.6%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
o
PositionTechnical Responsibility Signature Date
0.0%
Rounded
Hard & Durable x
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
SANDY SILT (ML), gray, fine sandSample Description:
0.0%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
40.2%
Gravel < 75 mm and > 4.75 mm (#4)Silt
Sample Date:
8.5 - 9.0 ft
1.4 inch dia. tube
Depth:
Client Address:
Project Name:
Boring No.: 2W2 Type:
Client Name:
Fort Collins, CO
1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/11/13 - 12/17/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 20
Medium Sand
Coarse Sand
1.6%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
27Plastic Limit 36 Liquid Limit
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
r
c
e
n
t

P
a
s
s
i
n
g

(
%
)
Millimeters
97.1%
0.0%
0.0%
41.0%
51.0%
% Passing #200 =
0.1%
2.9%
8.9%
23.9%
49.0%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
0.0%
86.82
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.0%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 20
4/2/2014
49.0%
4/2/14
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
46.7%
90.69
Sieve Analysis of Soils
76.1%#100 0.150
Sample Log No.: 10017 ASTM D422
91.1%
Tare Wt.
Depth:12.5 - 13.5 ft
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
17.0%
10.1%
Project #:
Project Name:
8253 Mass of Sample after Wash + Tare Wt.
59.0%
#60 6.0%
0.1%
Total Sample Dry Weight 170.10 % Passing #200 (D1140)
#40
12/11/13 - 12/17/13
99.9%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
2.9%
49.0%
48.1%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
mm.
25.00
4.75
0.0%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
10/22/131.4 inch dia. tube
Mass of Sample after Wash
SILTY, CLAYEY SAND (SC-SM), gray, fine sand
272.39181.70
Type:2W2
% Retained
Between Sieves
100.0%
351.80
100.0%
Individual Total Sample
0.0%
0.0%
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
N. Randy Rainwater
0.075
79.41
Position
Laboratory Department Manager
2.9%
0.12
100.0%
0.425
0.250
0.850
100.0%
100.0%
4.98
15.17
40.72 15.0%
0.106
Notes / Deviations / References:
#200
<0.075
#140
90.63
69.67
Fine Sand
19.00
3/8"
#10
3/4"
0.0%
0.00
#4
1/2"
9.50
2.000
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
Fine Sand
Silt & Clay
48.1%Fine Sand
Plasticity Index: 7
49.0%
x xAngular
10/22/13
4/2/14
ASTM D422, D4318, D2487
4/2/2014N. Randy Rainwater
2.9%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
o
PositionTechnical Responsibility Signature Date
0.0%
Rounded
Hard & Durable x
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
SILTY, CLAYEY SAND (SC-SM), gray, fine sandSample Description:
0.0%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
48.1%
Gravel < 75 mm and > 4.75 mm (#4)Silt
Sample Date:
12.5 - 13.5 ft
1.4 inch dia. tube
Depth:
Client Address:
Project Name:
Boring No.: 2W2 Type:
Client Name:
Fort Collins, CO
1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/11/13 - 12/17/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 20
Medium Sand
Coarse Sand
2.9%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
19Liquid Limit: 26 Plastic Limit:
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
r
c
e
n
t

P
a
s
s
i
n
g

(
%
)
Millimeters
A
B
C
D
E
ASTM D 422
Particle Size Analysis of Soils
20.5
20.0
5.93
13.519.1
Form No. TR-D422-2
Revision No. 0
Revision Date: 02/20/08 Sample Log No.:10017
19.8
19.8
5.93
14.0
14.0
19.7
2W2
Total Sample Oven Dried:
2
Pan #:
A
Boring No.:
Composite Correction
Time
51.48
Effective
Depth
151HType:
% Moisture (100 x D/E)
Table 3
Sodium Hexametaphosphate:
39.2%
59.8%
14.5%
0.01308
0.03041
0.02085
14.5%
13.9%
0.00135
0.00649
0.01292
0.01316
0.01300
o x
98.1%
#100 10.09 81.4%81.4%
18.90 65.1%
Control Cylinder
Balance:Cal. Date:
Stirring Apparatus:
18435
Hydrometer Sample Oven Dried (W):2.15
QB
0.00
0.00
Soil Mortar
100.0%
65.1%
15.51 71.4%71.4%
4.20
o x
Dispersion Time:
(R x a / W) x 100
Temp.
(0.5 oC)
152H
K x ((L/T)1/2Reading
Rounded Angular
x
o
4/8/2013ID No.
oB
T (Min.)
Corrections
P x % Passing #10 L
D =
K
HydrometerComposite
Correction
Diameter
5
15
14.0
39.5
30
60
28.019.7
32.78
Hydrometer
R
92.2%
100.0%
98.1%
100.0%
99.8%
Dry Wt. + A
0.10
1 min.
99.8%
Water Wt. (B-C)
40 g./ Liter
49.33
6.56%
Report Date:
Test Date(s):
Wet Wt. + A
Address:Fort Collins, CO
2.82Assumed Specific Gravity
16.55
Sample Date:
8/12/14
#200
#140
3/4"
1/2"
1.5"
#4
#20
100.0%
Percent Passing
0.0130833.40
3/8"
1.02#40
#60
0.00
0.00 100.0%
14.5%
39.2%
12/17/13 - 12/18/13
Retained Wt.
Percent Passing
P (total) =
Soft
12.7
Sample Description:0.00
18.0 - 18.5 ft
8.07
Depth:
SANDY LEAN CLAY (CL), gray, fine sand
14.5%
10.8
100.0%
100.0%
Pan #
(washed)
10/23/13
#N/A
0.00924
100.0%
#N/A
Thermometer #26495 calibrated 6/25/13, Stopwatch #16595 calibrated 10/24/13; Revised the assumed specific gravity value 08/12/14
PositionTechnician Name
#N/A
0.01308
4/2/14 & 8/12/14
0.01307
#10
6.10
5.93
P(-#10) =
x
0.01308
Technical Responsibility
15.0
8.07
13.0%
15.0
Derek Baker
15.0
0.00317250
1440
5.76
6.27 15.1
Moisture Content
10Tare #
#N/A
Date
References / Comments / Deviations ASTM D 422: Particle Size Analysis of Soils
7.74
#N/A#N/A
13.0%7.23
15.0
Laboratory Department Manager
13.5
8.07
21.90
6.10
Dry Wt. (C-A)
14.5%
59.8%
Control
Cylinder
Correction Factor a (Table 1):
162.76
54.15
100.0%
0.97
% Passing #10:
Weight of Total Sample Air Dried:
57.70
Tare Wt.
Weight of Air Dried Hydrometer Sample (g):
Pan Tare Weight (grams):
Total Sample Air Dried Wt. + tare wt. (grams):
Hygroscopic
173.43
0.00
Project #:
Project Name:
Client Name:
1439-13-335
MWH Americas, Inc.
White Mesa Mill
x o Weathered & Friable o
92.2%
Hydrometer:SO/HY-1 Cal. Date:11/22/2013ID No.
14.5%
13.9%
13.0%
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Description of Sand & Gravel Particles Hard & Durable
34
1B
173.43
Beaker #:
Hydrometer Jar #:
Sieve
1.0"
0.00
0.00
o x x o o
Mechanical Stirring Apparatus A Dispersion Period:
Cobbles
Gravel
Gravel:
Total Sand:
Coarse Sand
Medium Sand
< 300 mm (12") and > 75 mm (3")
1 min. Dispersing Agent:
Signature Position Date
40 g./ Liter
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
4/2/14 & 8/12/14
Sodium Hexametaphosphate:
Liquid Limit:
Description of Sand and Gravel Hard & DurableAngular
40
Rounded
Silt & Clay (% Passing #200):
Assumed Specific Gravity
0.0%No. 20
2.82
65.1%
Maximum Particle Size:
34.9%
Form No. TR-D422-3
Particle Size Analysis of SoilsRevision No. 0
Revision Date: 02/20/08
S&ME Project #:
10/23/13
Project Name:
Client Name:
1439-13-335
White Mesa Mill 12/17/13 - 12/18/13
14.2%Clay
Plasticity Index:
< 0.005 mm
< 0.075 and > 0.005 mmSilt
Colloids
Silt
< 75 mm and > 4.75 mm (#4)
< 4.75 mm and >2.00 mm (#10)
< 2.00 mm and > 0.425 mm (#40)< 0.001 mm
MWH Americas, Inc.
Fort Collins, CO
Report Date:
Test Date(s):
Depth:
Boring No.: 2W2 Sample Date:
Sample Log No.:10017 ASTM D422
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Quality Assurance
8/12/14
Address:
18.0 - 18.5 ft
Fine Sand
Technical Responsibility
Revised the assumed specific gravity value 08/12/14
References / Comments / Deviations:ASTM D422, D4318, D2487
N. Randy Rainwater Laboratory Department Manager
Clay
Plastic Limit:
Sample Description: SANDY LEAN CLAY (CL), gray, fine sand
1624
50.9%
< 0.425 mm and > 0.075 mm (#200)
Weathered & FriableSoft
1" 3/4" 1/2"3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Particle Size (mm)
A
B
C
D
E
Sieve
(D854)
1.0"
0.00
0.00
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Description of Sand & Gravel Particles Hard & Durable
77.95
Beaker #:
Hydrometer Jar #:
Hydrometer:SO/HY-1 Cal. Date:11/22/2013ID No.
11.8%
10.4%
10.4%
x o Weathered & Friable o
89.1%
Project #:
Project Name:
Client Name:
1439-13-335
MWH Americas, Inc.
White Mesa Mill
Weight of Total Sample Air Dried:
57.88
Tare Wt.
Weight of Air Dried Hydrometer Sample (g):
Pan Tare Weight (grams):
Total Sample Air Dried Wt. + tare wt. (grams):
Hygroscopic
77.95
0.00
Correction Factor a (Table 1):
75.79
56.27
100.0%
0.96
% Passing #10:
6.90
6.90
6.10
Dry Wt. (C-A)
11.8%
34.0%
Control
Cylinder
15.3
Laboratory Department Manager
12.0
References / Comments / Deviations ASTM D 422: Particle Size Analysis of Soils
6.07
#N/A#N/A
10.4%6.07
#N/A
Date
Moisture Content
10Tare #
Derek Baker
15.2
0.00322250
1440
5.93
5.93 15.3
0.01301
Technical Responsibility
15.2
6.90
10.4%
15.2
#10
6.10
6.10
P(-#10) =
x
#N/A
0.01301
4/2/2014
0.01308
#N/A
Thermometer #26495 calibrated 6/25/13, Stopwatch #16595 calibrated 10/24/13
PositionTechnician Name
100.0%
100.0%
Pan #
(washed)
10/17/13
#N/A
0.00925
100.0%
11.8%
13.0
Sample Description:0.00
7.0 - 8.5 ft
6.90
Depth:
SILTY, CLAYEY SAND (SC-SM), gray, fine sand
11.8%
11.8%
12/17/13 - 12/27/13
Retained Wt.
Percent Passing
P (total) =
Soft
15.2
Percent Passing
0.0130119.90
3/8"
3.16#40
#60
0.00
0.00 100.0%
4/2/14
#200
#140
3/4"
1/2"
1.5"
#4
#20
Amended 1/10/14
100.0%
Report Date:
Test Date(s):
Wet Wt. + A
Address:Fort Collins, CO
2.84Specific Gravity
16.57
Sample Date:
Dry Wt. + A
0.49
1 min.
99.1%
Water Wt. (B-C)
40 g./ Liter
36.08
2.87%
100.0%
94.4%
100.0%
99.1%
19.51
Hydrometer
R
89.1%
5
15
13.0
26.0
30
60
13.019.5
T (Min.)
Corrections
P x % Passing #10 L
D =
K
HydrometerComposite
Correction
Diameter
Rounded Angular
x
o
4/8/2013ID No.
oB
o x
Dispersion Time:
(R x a / W) x 100
Temp.
(0.5 oC)
152H
K x ((L/T)1/2Reading
QB
0.00
0.00
Soil Mortar
100.0%
46.3%
21.46 61.9%61.9%
6.11
Control Cylinder
Balance:Cal. Date:
Stirring Apparatus:
18435
Hydrometer Sample Oven Dried (W):0.56
o x
94.4%
#100 12.84 77.2%77.2%
30.22 46.3%
11.8%
10.4%
0.00133
0.00654
0.01301
0.01293
0.01301
34.0%
11.8%
0.01301
0.03320
0.02265
Effective
Depth
151HType:
% Moisture (100 x D/E)
Table 3
Sodium Hexametaphosphate:
11.8%
Boring No.:
Composite Correction
Time
36.64
6.10
13.0
13.0
19.5
2W3
Total Sample Oven Dried:
2
Pan #:
A
12.020.1
Form No. TR-D422-2
Revision No. 0
Revision Date: 02/20/08 Sample Log No.:10017
19.5
19.5
ASTM D 422
Particle Size Analysis of Soils
19.9
19.6
6.10
o x x o oWeathered & FriableSoft
Sample Description: SILTY, CLAYEY SAND (SC-SM), gray, fine sand
621
35.1%
< 0.425 mm and > 0.075 mm (#200)Fine Sand
Technical Responsibility
References / Comments / Deviations:ASTM D422, D4318, D2487, D854
N. Randy Rainwater Laboratory Department Manager
Clay
Plastic Limit:
Sample Log No.:10017 ASTM D422
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Quality Assurance
4/2/14
Address:
7.0 - 8.5 ftDepth:
Boring No.: 2W3 Sample Date:
MWH Americas, Inc.
Fort Collins, CO
Report Date:
Test Date(s):
Amended 1/10/14
(D854)
Silt
Colloids
Silt
< 75 mm and > 4.75 mm (#4)
< 4.75 mm and >2.00 mm (#10)
< 2.00 mm and > 0.425 mm (#40)< 0.001 mm
11.2%Clay
Plasticity Index:
< 0.005 mm
< 0.075 and > 0.005 mm
S&ME Project #:
10/17/13
Project Name:
Client Name:
1439-13-335
White Mesa Mill 12/17/13 - 12/27/13
Form No. TR-D422-3
Particle Size Analysis of SoilsRevision No. 0
Revision Date: 02/20/08
Silt & Clay (% Passing #200):
Specific Gravity
0.0%No. 20
2.84
46.3%
Maximum Particle Size:
53.7%
Liquid Limit:
Description of Sand and Gravel Hard & DurableAngular
27
Rounded
1 min. Dispersing Agent:
Signature Position Date
40 g./ Liter
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
4/2/2014
Sodium Hexametaphosphate:Mechanical Stirring Apparatus A Dispersion Period:
Cobbles
Gravel
Gravel:
Total Sand:
Coarse Sand
Medium Sand
< 300 mm (12") and > 75 mm (3")
1" 3/4" 1/2"3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Particle Size (mm)
95.8%
0.0%
0.0%
48.8%
59.3%
% Passing #200 =
0.1%
4.2%
13.6%
31.1%
40.7%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
0.0%
82.72
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.0%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 20
Plasticity tests were not performed. Plasticity is described by visual-manual method.
4/2/2014
40.7%
4/2/14
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
33.7%
92.47
Sieve Analysis of Soils
68.9%#100 0.150
Sample Log No.: 10017 ASTM D422
86.4%
Tare Wt.
Depth:9.0 - 10.8 ft
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
17.7%
10.5%
Project #:
Project Name:
27 Mass of Sample after Wash + Tare Wt.
51.2%
#60 9.4%
0.1%
Total Sample Dry Weight 139.50 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
99.9%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
4.1%
40.7%
55.1%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
mm.
25.00
4.75
0.0%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
10/17/131.4 inch dia. tube
Mass of Sample after Wash
Gray silty, clayey fine sand
199.0106.53
Type:2W3
% Retained
Between Sieves
100.0%
246.03
100.0%
Individual Total Sample
0.0%
0.0%
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
N. Randy Rainwater
0.075
47.03
Position
Laboratory Department Manager
4.2%
0.16
100.0%
0.425
0.250
0.850
100.0%
100.0%
5.85
19.00
43.38 17.5%
0.106
Notes / Deviations / References:
#200
<0.075
#140
92.05
68.09
Fine Sand
19.00
3/8"
#10
3/4"
0.0%
0.00
#4
1/2"
9.50
2.000
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
Fine Sand
Silt & Clay
55.1%Fine Sand
40.7%
x xAngular
10/17/13
4/2/14
ASTM D 422 Particle-Size Analysis of Soils
4/2/2014N. Randy Rainwater
4.2%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
o
Position
Plasticity tests were not performed. Plasticity is described by visual-manual method.
Technical Responsibility Signature Date
0.0%
Rounded
Hard & Durable x
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Gray silty, clayey fine sandSample Description:
0.0%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
55.1%
Gravel < 75 mm and > 4.75 mm (#4)Silt
Sample Date:
9.0 - 10.8 ft
1.4 inch dia. tube
Depth:
Client Address:
Project Name:
Boring No.: 2W3 Type:
Client Name:
Fort Collins, CO
1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 20
Medium Sand
Coarse Sand
4.2%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
r
c
e
n
t

P
a
s
s
i
n
g

(
%
)
Millimeters
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
19.00
3/8"
#10
3/4"
1.2%
3.60
#4
1/2"
9.50
2.000
0.106
Notes / Deviations / References:
#200
<0.075
#140
84.99
61.54
Fine Sand
14.96
28.12
45.89 13.7%
0.425
0.250
0.850
97.2%
100.0%
8.8%
7.02
100.0%
44.31
Position
Laboratory Department Manager
0.075
N. Randy Rainwater
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
% Retained
Between Sieves
98.8%
233.90
100.0%
Individual Total Sample
0.0%
0.0%
10/18/131.4 inch dia. tube
Mass of Sample after Wash
Gray silty, clayey sand
189.6104.48
Type:2W4-C
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
mm.
25.00
4.75
2.8%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
6.1%
41.2%
47.2%
Total Sample Dry Weight 129.42 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
94.6%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
12.1%
11.2%
Project #:
Project Name:
30 Mass of Sample after Wash + Tare Wt.
52.4%
#60 10.2%
2.6%
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
1.2%
Depth:5.2 - 6.0 ft
Sieve Analysis of Soils
64.5%#100 0.150
Sample Log No.: 10017 ASTM D422
78.3%
Tare Wt.
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
34.2%
85.11
12/27/13
41.2%
Plasticity tests were not performed. Plasticity is described by visual-manual method.
12/27/2013
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
1.6%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
3/8"
1.6%
76.08 41.2%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
1.52
88.4%
0.0%
1.2%
47.6%
58.8%
% Passing #200 =
5.4%
11.6%
21.7%
35.5%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
3/8"
Medium Sand
Coarse Sand
8.8%
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Client Address:
Project Name:
Boring No.: 2W4-C Type:
Client Name:
Fort Collins, CO
Sample Date:
5.2 - 6.0 ft
1.4 inch dia. tube
Depth:
Gray silty, clayey sandSample Description:
1.6%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
47.2%
Gravel < 75 mm and > 4.75 mm (#4)Silt
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Medium Sand
1.2%
Maximum Particle Size
Gravel
Coarse Sand
Date
1.6%
Rounded
Hard & Durable x o
Position
Plasticity tests were not performed. Plasticity is described by visual-manual method.
Technical Responsibility Signature
8.8%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
ASTM D422 Particle-Size Analysis of Soils
12/27/2013N. Randy Rainwater
x xAngular
10/18/13
12/27/13
Fine Sand
Silt & Clay
47.2%Fine Sand
41.2%
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
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P
a
s
s
i
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g

(
%
)
Millimeters
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
19.00
3/8"
#10
3/4"
0.0%
0.12
#4
1/2"
9.50
2.000
0.106
Notes / Deviations / References:
#200
<0.075
#140
146.26
117.24
Fine Sand
22.68
44.26
80.88 18.0%
0.425
0.250
0.850
99.9%
100.0%
11.1%
2.79
100.0%
56.46
Position
Laboratory Department Manager
0.075
N. Randy Rainwater
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
% Retained
Between Sieves
100.0%
306.53
100.0%
Individual Total Sample
0.0%
0.0%
10/18/131.4 inch dia. tube
Mass of Sample after Wash
Gray silty, clayey sand
250.07103.37
Type:2W4-C
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
mm.
25.00
4.75
0.1%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
9.8%
34.2%
54.7%
Total Sample Dry Weight 203.16 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
98.6%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
17.9%
8.1%
Project #:
Project Name:
21 Mass of Sample after Wash + Tare Wt.
42.3%
#60 10.6%
1.3%
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
Depth:11.3 - 12.0 ft
Sieve Analysis of Soils
60.2%#100 0.150
Sample Log No.: 10017 ASTM D422
78.2%
Tare Wt.
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
27.8%
146.70
12/27/13
34.2%
Plasticity tests were not performed. Plasticity is described by visual-manual method.
12/27/2013
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.1%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 10
0.1%
133.74 34.2%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
88.8%
0.0%
0.0%
57.7%
65.8%
% Passing #200 =
1.4%
11.2%
21.8%
39.8%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 10
Medium Sand
Coarse Sand
11.1%
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Client Address:
Project Name:
Boring No.: 2W4-C Type:
Client Name:
Fort Collins, CO
Sample Date:
11.3 - 12.0 ft
1.4 inch dia. tube
Depth:
Gray silty, clayey sandSample Description:
0.1%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
54.7%
Gravel < 75 mm and > 4.75 mm (#4)Silt
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
Date
0.1%
Rounded
Hard & Durable x o
Position
Plasticity tests were not performed. Plasticity is described by visual-manual method.
Technical Responsibility Signature
11.1%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
ASTM D422 Particle-Size Analysis of Soils
12/27/2013N. Randy Rainwater
x xAngular
10/18/13
12/27/13
Fine Sand
Silt & Clay
54.7%Fine Sand
34.2%
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
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P
a
s
s
i
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g

(
%
)
Millimeters
95.3%
0.0%
0.0%
49.0%
57.4%
% Passing #200 =
0.5%
4.7%
13.7%
32.3%
42.6%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
0.1%
72.60
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.1%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 20
4/2/2014
42.6%
4/2/14
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
39.4%
76.74
Sieve Analysis of Soils
67.7%#100 0.150
Sample Log No.: 10017 ASTM D422
86.3%
Tare Wt.
Depth:16.5 - 17.0 ft
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
16.7%
8.4%
Project #:
Project Name:
40 Mass of Sample after Wash + Tare Wt.
51.0%
#60 9.0%
0.4%
Total Sample Dry Weight 126.57 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
99.5%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
4.2%
42.6%
52.6%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
mm.
25.00
4.75
0.1%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
10/18/131.4 inch dia. tube
Mass of Sample after Wash
SILTY, CLAYEY SAND (SC-SM), gray, fine sand
184.43107.69
Type:2W4-C
% Retained
Between Sieves
100.0%
234.26
100.0%
Individual Total Sample
0.0%
0.0%
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
N. Randy Rainwater
0.075
49.83
Position
Laboratory Department Manager
4.6%
0.64
100.0%
0.425
0.250
0.850
99.9%
100.0%
6.00
17.36
40.84 18.6%
0.106
Notes / Deviations / References:
#200
<0.075
#140
76.4
61.98
Fine Sand
19.00
3/8"
#10
3/4"
0.0%
0.14
#4
1/2"
9.50
2.000
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
Fine Sand
Silt & Clay
52.6%Fine Sand
Plastic Index 6
42.6%
x xAngular
10/18/13
4/2/14
ASTM D422, D4318, D2487
4/2/2014N. Randy Rainwater
4.6%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
o
PositionTechnical Responsibility Signature Date
0.1%
Rounded
Hard & Durable x
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
SILTY, CLAYEY SAND (SC-SM), gray, fine sandSample Description:
0.1%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
52.6%
Gravel < 75 mm and > 4.75 mm (#4)Silt
Sample Date:
16.5 - 17.0 ft
1.4 inch dia. tube
Depth:
Client Address:
Project Name:
Boring No.: 2W4-C Type:
Client Name:
Fort Collins, CO
1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 20
Medium Sand
Coarse Sand
4.6%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
20Liquid Limit 26 Plastic Limit
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
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P
a
s
s
i
n
g

(
%
)
Millimeters
A
B
C
D
E
Sieve
(D854)
1.0"
0.00
0.00
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Description of Sand & Gravel Particles Hard & Durable
32
1B
58.66
Beaker #:
Hydrometer Jar #:
Hydrometer:SO/HY-1 Cal. Date:11/22/2013ID No.
15.4%
15.4%
14.4%
x o Weathered & Friable o
99.8%
Project #:
Project Name:
Client Name:
1439-13-335
MWH Americas, Inc.
White Mesa Mill
Weight of Total Sample Air Dried:
56.58
Tare Wt.
Weight of Air Dried Hydrometer Sample (g):
Pan Tare Weight (grams):
Total Sample Air Dried Wt. + tare wt. (grams):
Hygroscopic
58.66
0.00
Correction Factor a (Table 1):
53.25
51.36
100.0%
0.96
% Passing #10:
8.74
25.07
5.93
Dry Wt. (C-A)
16.3%
78.6%
Control
Cylinder
14.9
Laboratory Department Manager
14.0
References / Comments / Deviations ASTM D 422: Particle Size Analysis of Soils
8.24
#N/A#N/A
14.4%7.73
#N/A
Date
Moisture Content
9Tare #
Derek Baker
14.9
0.00313250
1440
5.76
6.27 15.0
0.01289
Technical Responsibility
14.9
8.74
14.4%
14.9
#10
5.93
5.76
P(-#10) =
x
#N/A
0.01289
3/19/2014
0.01283
#N/A
Thermometer #26495 calibrated 6/25/13, Stopwatch #16594 calibrated 11/12/13
PositionTechnician Name
100.0%
100.0%
Pan #
(washed)
10/18/13
#N/A
0.00907
100.0%
16.3%
9.4
Sample Description:0.00
13.0 - 14.0 ft
8.24
Depth:
ELASTIC SILT (MH), gray
16.3%
46.9%
12/18/13 - 12/19/13
Retained Wt.
Percent Passing
P (total) =
Soft
12.2
Percent Passing
0.0128942.07
3/8"
0.08#40
#60
0.00
0.00 100.0%
1/2/14
#200
#140
3/4"
1/2"
1.5"
#4
#20
Revised 3/19/14
100.0%
Report Date:
Test Date(s):
Wet Wt. + A
Address:Fort Collins, CO
2.85Specific Gravity
20.57
Sample Date:
Dry Wt. + A
0.00
1 min.
100.0%
Water Wt. (B-C)
40 g./ Liter
22.44
10.16%
100.0%
99.8%
100.0%
100.0%
1.87
Hydrometer
R
99.8%
5
15
14.0
48.0
30
60
31.020.1
T (Min.)
Corrections
P x % Passing #10 L
D =
K
HydrometerComposite
Correction
Diameter
Rounded Angular
x
o
4/8/2013ID No.
oB
o x
Dispersion Time:
(R x a / W) x 100
Temp.
(0.5 oC)
152H
K x ((L/T)1/2Reading
QB
0.00
0.00
Soil Mortar
100.0%
97.0%
0.77 98.5%98.5%
0.12
Control Cylinder
Balance:Cal. Date:
Stirring Apparatus:
18435
Hydrometer Sample Oven Dried (W):0.19
o x
99.8%
#100 0.33 99.4%99.4%
1.54 97.0%
15.4%
15.4%
0.00133
0.00643
0.01281
0.01305
0.01289
78.6%
16.3%
0.01289
0.02794
0.02012
Effective
Depth
151HType:
% Moisture (100 x D/E)
Table 3
Sodium Hexametaphosphate:
46.9%
Boring No.:
Composite Correction
Time
22.63
5.76
14.5
14.5
20.1
2W6-S(2)
Total Sample Oven Dried:
2
Pan #:
A
14.019.1
Form No. TR-D422-2
Revision No. 0
Revision Date: 02/20/08 Sample Log No.:10017
20.3
20.3
ASTM D 422
Particle Size Analysis of Soils
20.6
20.4
5.76
o x x o oWeathered & FriableSoft
Sample Description: ELASTIC SILT (MH), gray
3236
81.6%
< 0.425 mm and > 0.075 mm (#200)Fine Sand
Technical Responsibility
References / Comments / Deviations:ASTM D422, D4318, D2487, D854
N. Randy Rainwater Laboratory Department Manager
Clay
Plastic Limit
Sample Log No.:10017 ASTM D422
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Quality Assurance
1/2/14
Address:
13.0 - 14.0 ftDepth:
Boring No.: 2W6-S(2)Sample Date:
MWH Americas, Inc.
Fort Collins, CO
Report Date:
Test Date(s):
Amended 3/19/14
(D854)
Silt
Colloids
Silt
< 75 mm and > 4.75 mm (#4)
< 4.75 mm and >2.00 mm (#10)
< 2.00 mm and > 0.425 mm (#40)< 0.001 mm
15.4%Clay
Plastic Index
< 0.005 mm
< 0.075 and > 0.005 mm
S&ME Project #:
10/18/13
Project Name:
Client Name:
1439-13-335
White Mesa Mill 12/18/13 - 12/19/13
Form No. TR-D422-3
Particle Size Analysis of SoilsRevision No. 0
Revision Date: 02/20/08
Silt & Clay (% Passing #200):
Specific Gravity
0.0%No. 100
2.85
97.0%
Maximum Particle Size:
3.0%
Liquid Limit
Description of Sand and Gravel Hard & DurableAngular
68
Rounded
1 min. Dispersing Agent:
Signature Position Date
40 g./ Liter
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
3/19/2014
Sodium Hexametaphosphate:Mechanical Stirring Apparatus A Dispersion Period:
Cobbles
Gravel
Gravel:
Total Sand:
Coarse Sand
Medium Sand
< 300 mm (12") and > 75 mm (3")
1" 3/4" 1/2"3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Particle Size (mm)
A
B
C
D
E
ASTM D 422
Particle Size Analysis of Soils
20.6
20.3
5.76
13.519.0
Form No. TR-D422-2
Revision No. 0
Revision Date: 02/20/08 Sample Log No.:10017
20.1
20.3
5.76
15.0
14.0
20.1
2W6-S(2)
Total Sample Oven Dried:
2
Pan #:
A
Boring No.:
Composite Correction
Time
58.65
Effective
Depth
151HType:
% Moisture (100 x D/E)
Table 3
Sodium Hexametaphosphate:
21.7%
41.5%
14.8%
0.01300
0.03251
0.02199
14.8%
13.9%
0.00135
0.00649
0.01292
0.01316
0.01300
o x
99.9%
#100 6.78 87.4%87.4%
21.46 60.2%
Control Cylinder
Balance:Cal. Date:
Stirring Apparatus:
18435
Hydrometer Sample Oven Dried (W):1.72
QB
0.00
0.00
Soil Mortar
100.0%
60.2%
16.46 69.5%69.5%
0.45
o x
Dispersion Time:
(R x a / W) x 100
Temp.
(0.5 oC)
152H
K x ((L/T)1/2Reading
Rounded Angular
x
o
4/8/2013ID No.
oB
T (Min.)
Corrections
P x % Passing #10 L
D =
K
HydrometerComposite
Correction
Diameter
5
15
14.0
29.0
30
60
18.020.1
37.10
Hydrometer
R
99.2%
100.0%
99.9%
100.0%
100.0%
Dry Wt. + A
0.00
1 min.
100.0%
Water Wt. (B-C)
40 g./ Liter
56.93
4.64%
Report Date:
Test Date(s):
Wet Wt. + A
Address:Fort Collins, CO
2.82Assumed Specific Gravity
19.83
Sample Date:
8/12/14
#200
#140
3/4"
1/2"
1.5"
#4
#20
Amended 3/19/14
100.0%
Percent Passing
0.0130023.07
3/8"
0.04#40
#60
0.00
0.00 100.0%
16.3%
21.7%
12/18/13 - 12/19/13
Retained Wt.
Percent Passing
P (total) =
Soft
14.3
Sample Description:0.00
15.5 - 16.0 ft
8.24
Depth:
SANDY SILT (ML), gray, fine sand
14.8%
12.5
100.0%
100.0%
Pan #
(washed)
10/18/13
0.00917
100.0%
Thermometer #26495 calibrated 6/25/13, Stopwatch #16595 calibrated 10/24/13; Revised the assumed specific gravity value 08/12/14
PositionTechnician Name
0.01300
3/19/14 & 8/12/14
0.01291
#10
5.93
5.93
P(-#10) =
x
0.01300
Technical Responsibility
14.8
8.24 14.9
Derek Baker
14.9
0.00317250
1440
5.76
6.27 15.1
Moisture Content
8Tare #
Date
References / Comments / Deviations ASTM D 422: Particle Size Analysis of Soils; Plasticity tests were not performed, plasticity is described by visual-manual method.
7.74
13.0%7.23
15.0
Laboratory Department Manager
13.5
9.07
12.07
5.93
Dry Wt. (C-A)
16.3%
41.5%
Control
Cylinder
Correction Factor a (Table 1):
176.09
53.98
100.0%
0.97
% Passing #10:
Weight of Total Sample Air Dried:
56.48
Tare Wt.
Weight of Air Dried Hydrometer Sample (g):
Pan Tare Weight (grams):
Total Sample Air Dried Wt. + tare wt. (grams):
Hygroscopic
184.25
0.00
Project #:
Project Name:
Client Name:
1439-13-335
MWH Americas, Inc.
White Mesa Mill
x o Weathered & Friable o
99.2%
Hydrometer:SO/HY-1 Cal. Date:11/22/2013ID No.
14.8%
13.9%
13.0%
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Description of Sand & Gravel Particles Hard & Durable
5
1A
184.25
Beaker #:
Hydrometer Jar #:
Sieve
(D4318, D2487)
1.0"
0.00
0.00
o x x o o
Mechanical Stirring Apparatus A Dispersion Period:
Cobbles
Gravel
Gravel:
Total Sand:
Coarse Sand
Medium Sand
< 300 mm (12") and > 75 mm (3")
1 min. Dispersing Agent:
Signature Position Date
40 g./ Liter
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
3/19/14 & 8/12/14
Sodium Hexametaphosphate:
Liquid Limit
Description of Sand and Gravel Hard & DurableAngular
37
Rounded
Silt & Clay (% Passing #200):
Assumed Specific Gravity
0.0%No. 60
2.82
60.2%
Maximum Particle Size:
39.8%
Form No. TR-D422-3
Particle Size Analysis of SoilsRevision No. 0
Revision Date: 02/20/08
S&ME Project #:
10/18/13
Project Name:
Client Name:
1439-13-335
White Mesa Mill 12/18/13 - 12/19/13
14.4%Clay
Plastic Index
< 0.005 mm
< 0.075 and > 0.005 mmSilt
Colloids
Silt
< 75 mm and > 4.75 mm (#4)
< 4.75 mm and >2.00 mm (#10)
< 2.00 mm and > 0.425 mm (#40)< 0.001 mm
MWH Americas, Inc.
Fort Collins, CO
Report Date:
Test Date(s):
Amended 3/19/14
(D4318, D2487)
Depth:
Boring No.: 2W6-S(2)Sample Date:
Sample Log No.:10017 ASTM D422
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Quality Assurance
8/12/14
Address:
15.5 - 16.0 ft
Fine Sand
Technical Responsibility
Revised the assumed specific gravity value 08/12/14
References / Comments / Deviations:ASTM D422, D4318, D2487
N. Randy Rainwater Laboratory Department Manager
Clay
Plastic Limit
Sample Description: SANDY SILT (ML), gray, fine sand
1126
45.8%
< 0.425 mm and > 0.075 mm (#200)
Weathered & FriableSoft
1" 3/4" 1/2"3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Particle Size (mm)
A
B
C
D
E
Sieve
(D854)
1.0"
0.00
0.00
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Description of Sand & Gravel Particles Hard & Durable
34
5
81.63
Beaker #:
Hydrometer Jar #:
Hydrometer:SO/HY-1 Cal. Date:11/22/2013ID No.
11.3%
9.5%
8.6%
x o Weathered & Friable o
95.6%
Project #:
Project Name:
Client Name:
1439-13-335
MWH Americas, Inc.
White Mesa Mill
Weight of Total Sample Air Dried:
56.57
Tare Wt.
Weight of Air Dried Hydrometer Sample (g):
Pan Tare Weight (grams):
Total Sample Air Dried Wt. + tare wt. (grams):
Hygroscopic
81.63
0.00
Correction Factor a (Table 1):
77.85
53.94
100.0%
0.98
% Passing #10:
6.24
10.07
5.93
Dry Wt. (C-A)
11.3%
25.6%
Control
Cylinder
15.4
Laboratory Department Manager
11.0
References / Comments / Deviations ASTM D 422: Particle Size Analysis of Soils
5.24
#N/A#N/A
8.6%4.73
#N/A
Date
Moisture Content
100Tare #
Derek Baker
15.3
0.00325250
1440
5.76
6.27 15.5
0.01318
Technical Responsibility
15.3
6.24
8.6%
15.3
#10
5.93
5.76
P(-#10) =
x
#N/A
0.01318
4/2/2014
0.01330
#N/A
Thermometer #26495 calibrated 6/25/13, Stopwatch #18446 calibrated 11/12/13
PositionTechnician Name
100.0%
100.0%
Pan #
(washed)
10/18/13
#N/A
0.00940
100.0%
11.3%
14.0
Sample Description:0.00
15.5 - 16.0 ft
6.24
Depth:
SANDY ELASTIC SILT (MH), gray, fine sand
11.3%
18.3%
12/18/13 - 12/19/13
Retained Wt.
Percent Passing
P (total) =
Soft
14.6
Percent Passing
0.0131814.07
3/8"
0.43#40
#60
0.00
0.00 100.0%
4/2/14
#200
#140
3/4"
1/2"
1.5"
#4
#20
Amended 3/19/14
100.0%
Report Date:
Test Date(s):
Wet Wt. + A
Address:Fort Collins, CO
2.77Specific Gravity
18.11
Sample Date:
Dry Wt. + A
0.08
1 min.
99.9%
Water Wt. (B-C)
40 g./ Liter
36.81
4.87%
100.0%
99.2%
100.0%
99.9%
18.70
Hydrometer
R
95.6%
5
15
12.0
20.0
30
60
16.020.2
T (Min.)
Corrections
P x % Passing #10 L
D =
K
HydrometerComposite
Correction
Diameter
Rounded Angular
x
o
4/8/2013ID No.
oB
o x
Dispersion Time:
(R x a / W) x 100
Temp.
(0.5 oC)
152H
K x ((L/T)1/2Reading
QB
0.00
0.00
Soil Mortar
100.0%
54.4%
19.56 63.7%63.7%
2.37
Control Cylinder
Balance:Cal. Date:
Stirring Apparatus:
18435
Hydrometer Sample Oven Dried (W):0.91
o x
99.2%
#100 10.33 80.9%80.9%
24.61 54.4%
11.3%
9.5%
0.00139
0.00665
0.01310
0.01334
0.01318
25.6%
11.3%
0.01318
0.03485
0.02255
Effective
Depth
151HType:
% Moisture (100 x D/E)
Table 3
Sodium Hexametaphosphate:
18.3%
Boring No.:
Composite Correction
Time
37.72
5.76
12.0
12.0
20.2
2W6-S(3)
Total Sample Oven Dried:
2
Pan #:
A
11.019.2
Form No. TR-D422-2
Revision No. 0
Revision Date: 02/20/08 Sample Log No.:10017
20.3
20.3
ASTM D 422
Particle Size Analysis of Soils
20.6
20.4
5.76
o x x o oWeathered & FriableSoft
Sample Description: SANDY ELASTIC SILT (MH), gray, fine sand
2430
43.9%
< 0.425 mm and > 0.075 mm (#200)Fine Sand
Technical Responsibility
References / Comments / Deviations:ASTM D422, D4318, D2487
N. Randy Rainwater Laboratory Department Manager
Clay
Plastic Limit
Sample Log No.:10017 ASTM D422
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Quality Assurance
4/2/14
Address:
15.5 - 16.0 ftDepth:
Boring No.: 2W6-S(3)Sample Date:
MWH Americas, Inc.
Fort Collins, CO
Report Date:
Test Date(s):
Amended 3/19/14
(D854)
Silt
Colloids
Silt
< 75 mm and > 4.75 mm (#4)
< 4.75 mm and >2.00 mm (#10)
< 2.00 mm and > 0.425 mm (#40)< 0.001 mm
10.5%Clay
Plastic Index
< 0.005 mm
< 0.075 and > 0.005 mm
S&ME Project #:
10/18/13
Project Name:
Client Name:
1439-13-335
White Mesa Mill 12/18/13 - 12/19/13
Form No. TR-D422-3
Particle Size Analysis of SoilsRevision No. 0
Revision Date: 02/20/08
Silt & Clay (% Passing #200):
Specific Gravity
0.0%No. 40
2.77
54.4%
Maximum Particle Size:
45.6%
Liquid Limit
Description of Sand and Gravel Hard & DurableAngular
54
Rounded
1 min. Dispersing Agent:
Signature Position Date
40 g./ Liter
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
4/2/2014
Sodium Hexametaphosphate:Mechanical Stirring Apparatus A Dispersion Period:
Cobbles
Gravel
Gravel:
Total Sand:
Coarse Sand
Medium Sand
< 300 mm (12") and > 75 mm (3")
1" 3/4" 1/2"3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
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n
t

P
a
s
s
i
n
g
Particle Size (mm)
B 2 hr.UD 17.0-17.5
Soaked
%Yes Time
% Passing
#200
Au
x
i
l
i
a
r
y
Me
t
h
o
d
A

o
r

B
Form No: TR-D1140-4
Material Finer than the #200 SieveRevision No. 0
Revision Date: 10/26/07
Quality AssuranceASTM D 1140Sample Log No.: 10017
Derek Baker
Technician Name
2/4/2014
Date
3/13/2014
This report shall not be reproduced, except in full without the written approval of S&ME, Inc.
N. Randy Rainwater
DateSignature
Project Manager
PositionTechnical Responsibility
3/5/14
Sampling Method:
Sample Date(s):Sample by:
Report Date:
Test Date(s):
MWH Americas, Inc.
2/4/14
Boring # Sample #
Client Address:
Small diameter tube
10/23/14
Fort Collins, CO
client
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
54.6%
grams
Project Name:White Mesa Mill
Project #:1439-13-335
Client Name:
ft
2W6-S(3)118.07
Sample
Depth
Dry Mass of
Test Sample
7/15/134/8/13 #200 Sieve 12723 RAD Calibration Date:Balance ID.
Notes / Deviations / References:ASTM D1140: Amount of Material in Soil Finer Than the No. 200 (75-um) ) Sieve
18435 Calibration Date:
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
ASTM D 1140 Wash 200, 2W6-S(3), UD, 17-18 ft.xls
Page 1 of 1
29
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
19.00
3/8"
#10
3/4"
0.0%
0.00
#4
1/2"
9.50
2.000
0.106
Notes / Deviations / References:
#200
<0.075
#140
161.39
152.03
Fine Sand
31.94
86.36
135.11 26.8%
0.425
0.250
0.850
100.0%
100.0%
17.6%
1.98
100.0%
19.89
Position
Laboratory Department Manager
0.075
N. Randy Rainwater
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
% Retained
Between Sieves
100.0%
279.31
100.0%
Individual Total Sample
0.0%
0.0%
10/22/131.4 inch dia. tube
Mass of Sample after Wash
Gray silty, clayey sand
259.4297.66
Type:3-4N
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
mm.
25.00
4.75
0.0%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
16.5%
13.0%
69.4%
Total Sample Dry Weight 181.65 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
98.9%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
9.3%
3.3%
Project #:
Project Name:
184 Mass of Sample after Wash + Tare Wt.
16.3%
#60 30.0%
1.1%
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
Depth:6.5 - 7.0 ft
Sieve Analysis of Soils
25.6%#100 0.150
Sample Log No.: 10017 ASTM D422
52.5%
Tare Wt.
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
10.9%
161.76
12/27/13
13.0%
Plasticity tests were not performed. Plasticity is described by visual-manual method.
12/27/2013
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.0%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 10
0.0%
157.95 13.0%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
82.4%
0.0%
0.0%
83.7%
87.0%
% Passing #200 =
1.1%
17.6%
47.5%
74.4%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 10
Medium Sand
Coarse Sand
17.6%
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Client Address:
Project Name:
Boring No.: 3-4N Type:
Client Name:
Fort Collins, CO
Sample Date:
6.5 - 7.0 ft
1.4 inch dia. tube
Depth:
Gray silty, clayey sandSample Description:
0.0%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
69.4%
Gravel < 75 mm and > 4.75 mm (#4)Silt
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
Date
0.0%
Rounded
Hard & Durable x o
Position
Plasticity tests were not performed. Plasticity is described by visual-manual method.
Technical Responsibility Signature
17.6%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
ASTM D422 Particle-Size Analysis of Soils
12/27/2013N. Randy Rainwater
x xAngular
10/22/13
12/27/13
Fine Sand
Silt & Clay
69.4%Fine Sand
13.0%
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
r
c
e
n
t

P
a
s
s
i
n
g

(
%
)
Millimeters
98.3%
0.0%
0.0%
71.4%
80.4%
% Passing #200 =
0.0%
1.7%
18.6%
50.7%
19.6%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
0.0%
178.54
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.0%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 20
Plasticity tests were not performed. Plasticity is described by visual-manual method.
4/2/2014
19.6%
4/2/14
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
13.8%
191.25
Sieve Analysis of Soils
49.3%#100 0.150
Sample Log No.: 10017 ASTM D422
81.4%
Tare Wt.
Depth:8.5 - 9.0 ft
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
20.7%
9.1%
Project #:
Project Name:
33 Mass of Sample after Wash + Tare Wt.
28.6%
#60 17.0%
0.0%
Total Sample Dry Weight 221.97 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
100.0%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
1.7%
19.6%
78.7%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
mm.
25.00
4.75
0.0%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
10/22/131.4 inch dia. tube
Mass of Sample after Wash
Gray silty, clayey fine sand
296.95105.70
Type:3-4N
% Retained
Between Sieves
100.0%
327.67
100.0%
Individual Total Sample
0.0%
0.0%
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
N. Randy Rainwater
0.075
30.72
Position
Laboratory Department Manager
1.7%
0.06
100.0%
0.425
0.250
0.850
100.0%
100.0%
3.74
41.37
112.47 32.0%
0.106
Notes / Deviations / References:
#200
<0.075
#140
190.94
158.41
Fine Sand
19.00
3/8"
#10
3/4"
0.0%
0.00
#4
1/2"
9.50
2.000
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
Fine Sand
Silt & Clay
78.7%Fine Sand
19.6%
x xAngular
10/22/13
4/2/14
ASTM D422 Particle-Size Analysis of Soils
4/2/2014N. Randy Rainwater
1.7%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
o
Position
Plasticity tests were not performed. Plasticity is described by visual-manual method.
Technical Responsibility Signature Date
0.0%
Rounded
Hard & Durable x
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Gray silty, clayey fine sandSample Description:
0.0%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
78.7%
Gravel < 75 mm and > 4.75 mm (#4)Silt
Sample Date:
8.5 - 9.0 ft
1.4 inch dia. tube
Depth:
Client Address:
Project Name:
Boring No.: 3-4N Type:
Client Name:
Fort Collins, CO
1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 20
Medium Sand
Coarse Sand
1.7%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
r
c
e
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t

P
a
s
s
i
n
g

(
%
)
Millimeters
96.9%
0.0%
0.0%
84.2%
88.8%
% Passing #200 =
0.0%
3.1%
34.4%
71.7%
11.2%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
0.0%
206.03
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.0%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 20
Plasticity tests were not performed. Plasticity is described by visual-manual method.
4/2/2014
11.2%
4/2/14
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
9.0%
211.21
Sieve Analysis of Soils
28.3%#100 0.150
Sample Log No.: 10017 ASTM D422
65.6%
Tare Wt.
Depth:11.0 - 11.5 ft
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
12.5%
4.5%
Project #:
Project Name:
76 Mass of Sample after Wash + Tare Wt.
15.8%
#60 31.3%
0.0%
Total Sample Dry Weight 232.10 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
100.0%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
3.1%
11.2%
85.7%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
mm.
25.00
4.75
0.0%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
10/22/131.4 inch dia. tube
Mass of Sample after Wash
Gray silty, clayey fine sand
315.19103.98
Type:3-4N
% Retained
Between Sieves
100.0%
336.08
100.0%
Individual Total Sample
0.0%
0.0%
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
N. Randy Rainwater
0.075
20.89
Position
Laboratory Department Manager
3.1%
0.05
100.0%
0.425
0.250
0.850
100.0%
100.0%
7.14
79.83
166.45 37.3%
0.106
Notes / Deviations / References:
#200
<0.075
#140
210.81
195.51
Fine Sand
19.00
3/8"
#10
3/4"
0.0%
0.00
#4
1/2"
9.50
2.000
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
Fine Sand
Silt & Clay
85.7%Fine Sand
11.2%
x xAngular
10/22/13
4/2/14
ASTM D422 Particle-Size Analysis of Soils
4/2/2014N. Randy Rainwater
3.1%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
o
Position
Plasticity tests were not performed. Plasticity is described by visual-manual method.
Technical Responsibility Signature Date
0.0%
Rounded
Hard & Durable x
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Gray silty, clayey fine sandSample Description:
0.0%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
85.7%
Gravel < 75 mm and > 4.75 mm (#4)Silt
Sample Date:
11.0 - 11.5 ft
1.4 inch dia. tube
Depth:
Client Address:
Project Name:
Boring No.: 3-4N Type:
Client Name:
Fort Collins, CO
1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 20
Medium Sand
Coarse Sand
3.1%
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
r
c
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t

P
a
s
s
i
n
g

(
%
)
Millimeters
x
Hard & Durable x
Description of Sand & Gravel Particles:Rounded
oSoft Weathered & Friable o
19.00
3/8"
#10
3/4"
0.0%
0.00
#4
1/2"
9.50
2.000
0.106
Notes / Deviations / References:
#200
<0.075
#140
55.06
32.51
Fine Sand
0.12
1.21
14.37 10.6%
0.425
0.250
0.850
100.0%
100.0%
0.1%
0.00
100.0%
69.24
Position
Laboratory Department Manager
0.075
N. Randy Rainwater
100.0%
Technical Responsibility Signature Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
% Retained
Between Sieves
100.0%
309.74
100.0%
Individual Total Sample
0.0%
0.0%
10/22/131.4 inch dia. tube
Mass of Sample after Wash
SANDY LEAN CLAY (CL), gray, fine sand
240.50185.10
Type:3-6N
MWH Americas, Inc.
NA
0.0%
0.0%
x
Material Excluded:Particle Size Analysis / Without Hydrometer Analysis
Angular
Total Sample Wet Wt. + Tare Wt.
Client Address:
1.0"
Tare No.
Boring No.:
Standard
Sieve Size
1.5"
Sample Description:
37.50
mm.
25.00
4.75
0.0%
0.0%
12.50 0.0%
0.0%
0.0%
0.0%
Form No: TR-D422-WH-1
White Mesa Mill
Fort Collins, CO
Mass passing #200
Report Date:
Sample Date:
Revision No. 0
Revision Date: 07/14/08
Client Name:
0.1%
67.4%
32.5%
Total Sample Dry Weight 124.64 % Passing #200 (D1140)
#40
12/18/13 - 12/19/13
100.0%
Total Sample Dry Wt. + Tare Wt.
100.0%
Cumulative
#20
14.6%
6.6%
Project #:
Project Name:
16 Mass of Sample after Wash + Tare Wt.
73.9%
#60 0.9%
0.0%
Pan
ASTM D 422 Particle-Size Analysis of Soils
D2487 Medium Sand < 2.00 mm and > 0.425 mm (#40)Maximum Particle Size
< 0.075 mm
0.0%
Depth:6.5 - 7.0 ft
Sieve Analysis of Soils
88.5%#100 0.150
Sample Log No.: 10017 ASTM D422
99.0%
Tare Wt.
% Passing% Retained
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
1439-13-335
Test Date(s):
55.6%
55.40
4/2/14
67.4%
4/2/2014
Gravel
Coarse Sand % Silt & Clay
< 75 mm and > 4.75 mm (#4)
0.0%
< 0.425 mm and > 0.075 mm (#200)
< 4.75 mm and >2.00 mm (#10)
No. 40
0.0%
40.68 67.4%
Retained Weight
Cumulative
0.00
0.00
0.00
0.00
0.00
0.00
99.9%
0.0%
0.0%
26.1%
32.6%
% Passing #200 =
0.0%
0.1%
1.0%
11.5%
22Liquid Limit 37 Plastic Limit
Cobbles < 300 mm (12") and > 75 mm (3")Fine Sand < 0.425 mm and > 0.075 mm (#200)
< 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)Clay
No. 40
Medium Sand
Coarse Sand
0.1%
Quality Assurance
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
12/18/13 - 12/19/13
MWH Americas, Inc.
White Mesa Mill
Revision No. 0
Report Date:
Test Date(s):
Project #:1439-13-335
Sieve Analysis of SoilsRevision Date: 07/14/08
Sample Log No.: 10017 ASTM D422
Form No: TR-D422-WH-1Ga
Client Address:
Project Name:
Boring No.: 3-6N Type:
Client Name:
Fort Collins, CO
Sample Date:
6.5 - 7.0 ft
1.4 inch dia. tube
Depth:
SANDY LEAN CLAY (CL), gray, fine sandSample Description:
0.0%
< 2.00 mm and > 0.425 mm (#40)Colloids < 0.001 mm
32.5%
Gravel < 75 mm and > 4.75 mm (#4)Silt
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Medium Sand
0.0%
Maximum Particle Size
Gravel
Coarse Sand
Date
0.0%
Rounded
Hard & Durable x o
PositionTechnical Responsibility Signature
0.1%
Weathered & Friable
Notes / Deviations / References:
Soft
< 0.005 mm
Laboratory Department Manager
o
Description of Sand & Gravel Particles:
Medium Sand
ASTM D422, D4318, D2487
4/2/2014N. Randy Rainwater
x xAngular
10/22/13
4/2/14
Fine Sand
Silt & Clay
32.5%Fine Sand
Plastic Index 15
67.4%
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00
Pe
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t

P
a
s
s
i
n
g

(
%
)
Millimeters
A
B
C
D
E
Sieve
1.0"
0.00
0.00
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Description of Sand & Gravel Particles Hard & Durable
32
5
177.53
Beaker #:
Hydrometer Jar #:
Hydrometer:SO/HY-1 Cal. Date:11/22/2013ID No.
12.6%
12.6%
10.4%
x o Weathered & Friable o
90.6%
Project #:
Project Name:
Client Name:
1439-13-335
MWH Americas, Inc.
White Mesa Mill
Weight of Total Sample Air Dried:
56.15
Tare Wt.
Weight of Air Dried Hydrometer Sample (g):
Pan Tare Weight (grams):
Total Sample Air Dried Wt. + tare wt. (grams):
Hygroscopic
177.53
0.00
Correction Factor a (Table 1):
168.35
53.22
100.0%
0.97
% Passing #10:
7.90
12.90
6.10
Dry Wt. (C-A)
14.4%
52.7%
Control
Cylinder
15.2
Laboratory Department Manager
13.0
References / Comments / Deviations ASTM D 422: Particle Size Analysis of Soils
6.90
#N/A#N/A
10.4%5.73
#N/A
Date
Moisture Content
19Tare #
Derek Baker
15.2
0.00322250
1440
6.10
6.27 15.4
0.01308
Technical Responsibility
15.0
6.90
10.4%
15.2
#10
6.10
6.10
P(-#10) =
x
#N/A
0.01308
4/2/14 & 8/12/14
0.01308
#N/A
Thermometer #26495 calibrated 6/25/13, Stopwatch #18446 calibrated 11/12/13; Revised the assumed specific gravity value 08/12/14
PositionTechnician Name
100.0%
100.0%
Pan #
(washed)
10/23/13
#N/A
0.00930
100.0%
12.6%
11.6
Sample Description:0.00
10.0 - 11.0 ft
6.90
Depth:
SANDY SILT (ML), gray, fine sand
14.4%
23.5%
12/17/13 - 12/18/13
Retained Wt.
Percent Passing
P (total) =
Soft
14.2
Percent Passing
0.0130828.90
3/8"
2.98#40
#60
0.00
0.00 100.0%
8/12/14
#200
#140
3/4"
1/2"
1.5"
#4
#20
100.0%
Report Date:
Test Date(s):
Wet Wt. + A
Address:Fort Collins, CO
2.82Assumed Specific Gravity
16.59
Sample Date:
Dry Wt. + A
1.44
1 min.
97.3%
Water Wt. (B-C)
40 g./ Liter
56.97
5.50%
100.0%
94.4%
100.0%
97.3%
40.38
Hydrometer
R
90.6%
5
15
13.0
35.0
30
60
19.019.7
T (Min.)
Corrections
P x % Passing #10 L
D =
K
HydrometerComposite
Correction
Diameter
Rounded Angular
x
o
4/8/2013ID No.
oB
o x
Dispersion Time:
(R x a / W) x 100
Temp.
(0.5 oC)
152H
K x ((L/T)1/2Reading
QB
0.00
0.00
Soil Mortar
100.0%
69.3%
12.48 76.6%76.6%
5.02
Control Cylinder
Balance:Cal. Date:
Stirring Apparatus:
18435
Hydrometer Sample Oven Dried (W):2.22
o x
94.4%
#100 8.77 83.5%83.5%
16.33 69.3%
12.6%
12.6%
0.00136
0.00657
0.01308
0.01316
0.01308
52.7%
12.6%
0.01308
0.03143
0.02202
Effective
Depth
151HType:
% Moisture (100 x D/E)
Table 3
Sodium Hexametaphosphate:
23.5%
Boring No.:
Composite Correction
Time
59.19
6.10
14.0
13.0
19.7
3-6N
Total Sample Oven Dried:
2
Pan #:
A
12.019.2
Form No. TR-D422-2
Revision No. 0
Revision Date: 02/20/08 Sample Log No.:10017
19.6
19.7
ASTM D 422
Particle Size Analysis of Soils
19.7
19.7
6.10
o x x o oWeathered & FriableSoft
Sample Description: SANDY SILT (ML), gray, fine sand
1426
56.7%
< 0.425 mm and > 0.075 mm (#200)Fine Sand
Technical Responsibility
Revised the assumed specific gravity value 08/12/14
References / Comments / Deviations:ASTM D422, D4318, D2487
N. Randy Rainwater Laboratory Department Manager
Clay
Plastic Limit
Sample Log No.:10017 ASTM D422
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Quality Assurance
8/12/14
Address:
10.0 - 11.0 ftDepth:
Boring No.: 3-6N Sample Date:
MWH Americas, Inc.
Fort Collins, CO
Report Date:
Test Date(s):
Silt
Colloids
Silt
< 75 mm and > 4.75 mm (#4)
< 4.75 mm and >2.00 mm (#10)
< 2.00 mm and > 0.425 mm (#40)< 0.001 mm
12.6%Clay
Plastic Index
< 0.005 mm
< 0.075 and > 0.005 mm
S&ME Project #:
10/23/13
Project Name:
Client Name:
1439-13-335
White Mesa Mill 12/17/13 - 12/18/13
Form No. TR-D422-3
Particle Size Analysis of SoilsRevision No. 0
Revision Date: 02/20/08
Silt & Clay (% Passing #200):
Assumed Specific Gravity
0.0%No. 10
2.82
69.3%
Maximum Particle Size:
30.7%
Liquid Limit
Description of Sand and Gravel Hard & DurableAngular
40
Rounded
1 min. Dispersing Agent:
Signature Position Date
40 g./ Liter
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
4/2/14 & 8/12/14
Sodium Hexametaphosphate:Mechanical Stirring Apparatus A Dispersion Period:
Cobbles
Gravel
Gravel:
Total Sand:
Coarse Sand
Medium Sand
< 300 mm (12") and > 75 mm (3")
1" 3/4" 1/2"3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
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t

P
a
s
s
i
n
g
Particle Size (mm)
A
B
C
D
E
ASTM D 422
Particle Size Analysis of Soils
20.6
20.0
6.10
17.019.3
Form No. TR-D422-2
Revision No. 0
Revision Date: 02/20/08 Sample Log No.:9277
19.7
19.7
5.93
18.0
18.0
19.7
3-6N
Total Sample Oven Dried:
2
Pan #:
A
Boring No.:
Composite Correction
Time
50.52
Effective
Depth
151HType:
% Moisture (100 x D/E)
Table 3
Sodium Hexametaphosphate:
22.7%
54.4%
20.9%
0.01297
0.03073
0.02184
19.5%
19.8%
0.00131
0.00633
0.01281
0.01305
0.01289
o x
99.6%
#100 4.20 92.3%92.3%
12.12 77.8%
Control Cylinder
Balance:Cal. Date:
Stirring Apparatus:
18435
Hydrometer Sample Oven Dried (W):1.89
QB
0.00
0.00
Soil Mortar
100.0%
77.8%
8.31 84.8%84.8%
1.11
o x
Dispersion Time:
(R x a / W) x 100
Temp.
(0.5 oC)
152H
K x ((L/T)1/2Reading
Rounded Angular
x
o
4/8/2013ID No.
oB
T (Min.)
Corrections
P x % Passing #10 L
D =
K
HydrometerComposite
Correction
Diameter
5
15
17.0
37.0
30
60
19.019.7
34.14
Hydrometer
R
98.0%
100.0%
99.6%
100.0%
99.9%
Dry Wt. + A
0.05
1 min.
99.9%
Water Wt. (B-C)
40 g./ Liter
48.63
5.54%
Report Date:
Test Date(s):
Wet Wt. + A
Address:Fort Collins, CO
2.85Assumed Specific Gravity
14.49
Sample Date:
8/12/14
#200
#140
3/4"
1/2"
1.5"
#4
#20
100.0%
Percent Passing
0.0129730.90
3/8"
0.21#40
#60
0.00
0.00 100.0%
20.9%
22.7%
12/17/13 - 12/18/13
Retained Wt.
Percent Passing
P (total) =
Soft
14.2
Sample Description:0.00
14.5 - 15.5 ft
11.07
Depth:
LEAN CLAY WITH SAND (CL), gray, fine sand
20.9%
11.2
100.0%
100.0%
Pan #
(washed)
10/23/13
#N/A
0.00897
100.0%
#N/A
Thermometer #26495 calibrated 6/25/13, Stopwatch #18446 calibrated 11/12/13; Revised the assumed specific gravity value 08/12/14
PositionTechnician Name
#N/A
0.01297
4/2/14 & 8/12/14
0.01268
#10
6.10
6.10
P(-#10) =
x
0.01297
Technical Responsibility
14.3
11.90
19.2%
14.3
Derek Baker
14.5
0.00308250
1440
5.76
6.10 14.5
Moisture Content
7Tare #
#N/A
Date
References / Comments / Deviations ASTM D 422: Particle Size Analysis of Soils
11.24
#N/A#N/A
19.2%10.90
14.5
Laboratory Department Manager
17.0
11.90
12.90
6.10
Dry Wt. (C-A)
20.9%
54.4%
Control
Cylinder
Correction Factor a (Table 1):
85.78
54.57
100.0%
0.96
% Passing #10:
Weight of Total Sample Air Dried:
57.59
Tare Wt.
Weight of Air Dried Hydrometer Sample (g):
Pan Tare Weight (grams):
Total Sample Air Dried Wt. + tare wt. (grams):
Hygroscopic
90.53
0.00
Project #:
Project Name:
Client Name:
1439-13-335
MWH Americas, Inc.
White Mesa Mill
x o Weathered & Friable o
98.0%
Hydrometer:SO/HY-1 Cal. Date:11/22/2013ID No.
19.5%
19.8%
19.2%
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Description of Sand & Gravel Particles Hard & Durable
23
10
90.53
Beaker #:
Hydrometer Jar #:
Sieve
1.0"
0.00
0.00
o x x o o
Mechanical Stirring Apparatus A Dispersion Period:
Cobbles
Gravel
Gravel:
Total Sand:
Coarse Sand
Medium Sand
< 300 mm (12") and > 75 mm (3")
1 min. Dispersing Agent:
Signature Position Date
40 g./ Liter
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
4/2/14 & 8/12/14
Sodium Hexametaphosphate:
Liquid Limit
Description of Sand and Gravel Hard & DurableAngular
37
Rounded
Silt & Clay (% Passing #200):
Assumed Specific Gravity
0.0%No. 40
2.85
77.8%
Maximum Particle Size:
22.2%
Form No. TR-D422-3
Particle Size Analysis of SoilsRevision No. 0
Revision Date: 02/20/08
S&ME Project #:
10/23/13
Project Name:
Client Name:
1439-13-335
White Mesa Mill 12/17/13 - 12/18/13
19.7%Clay
Plastic Index
< 0.005 mm
< 0.075 and > 0.005 mmSilt
Colloids
Silt
< 75 mm and > 4.75 mm (#4)
< 4.75 mm and >2.00 mm (#10)
< 2.00 mm and > 0.425 mm (#40)< 0.001 mm
MWH Americas, Inc.
Fort Collins, CO
Report Date:
Test Date(s):
Depth:
Boring No.: 3-6N Sample Date:
Sample Log No.:9277 ASTM D422
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Quality Assurance
8/12/14
Address:
14.5 - 15.5 ft
Fine Sand
Technical Responsibility
Revised the assumed specific gravity value 08/12/14
References / Comments / Deviations:ASTM D422, D4318, D2487
N. Randy Rainwater Laboratory Department Manager
Clay
Plastic Limit
Sample Description: LEAN CLAY WITH SAND (CL), gray, fine sand
1423
58.1%
< 0.425 mm and > 0.075 mm (#200)
Weathered & FriableSoft
1" 3/4" 1/2"3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Particle Size (mm)
A
B
C
D
E
Sieve
1.0"
0.00
0.00
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Description of Sand & Gravel Particles Hard & Durable
5
1A
219.40
Beaker #:
Hydrometer Jar #:
Hydrometer:SO/HY-1 Cal. Date:11/22/2013ID No.
17.9%
18.3%
17.3%
x o Weathered & Friable o
99.1%
Project #:
Project Name:
Client Name:
1439-13-335
MWH Americas, Inc.
White Mesa Mill
Weight of Total Sample Air Dried:
57.47
Tare Wt.
Weight of Air Dried Hydrometer Sample (g):
Pan Tare Weight (grams):
Total Sample Air Dried Wt. + tare wt. (grams):
Hygroscopic
219.40
0.00
Correction Factor a (Table 1):
205.72
53.89
100.0%
0.96
% Passing #10:
11.07
12.90
6.10
Dry Wt. (C-A)
19.7%
30.1%
Control
Cylinder
14.6
Laboratory Department Manager
16.0
References / Comments / Deviations ASTM D 422: Particle Size Analysis of Soils
10.24
#N/A#N/A
17.3%9.73
#N/A
Date
Moisture Content
4Tare #
Derek Baker
14.6
0.00310250
1440
5.76
6.27 14.7
0.01297
Technical Responsibility
14.5
10.07
17.3%
14.6
#10
6.10
5.93
P(-#10) =
x
#N/A
0.01297
4/2/14 & 8/12/14
0.01274
#N/A
Thermometer #26495 calibrated 6/25/13, Stopwatch #16594 calibrated 11/12/13; Revised the assumed specific gravity value 08/12/14
PositionTechnician Name
100.0%
100.0%
Pan #
(washed)
10/23/13
#N/A
0.00906
100.0%
17.9%
13.5
Sample Description:0.00
17.5 - 18.5 ft
10.07
Depth:
SILT WITH SAND (ML), gray, fine sand
19.7%
23.0%
12/17/13 - 12/18/13
Retained Wt.
Percent Passing
P (total) =
Soft
14.2
Percent Passing
0.0129716.90
3/8"
0.11#40
#60
0.00
0.00 100.0%
8/12/14
#200
#140
3/4"
1/2"
1.5"
#4
#20
100.0%
Report Date:
Test Date(s):
Wet Wt. + A
Address:Fort Collins, CO
2.85Assumed Specific Gravity
20.43
Sample Date:
Dry Wt. + A
0.00
1 min.
100.0%
Water Wt. (B-C)
40 g./ Liter
48.39
6.65%
100.0%
99.8%
100.0%
100.0%
27.96
Hydrometer
R
99.1%
5
15
16.0
23.0
30
60
19.019.7
T (Min.)
Corrections
P x % Passing #10 L
D =
K
HydrometerComposite
Correction
Diameter
Rounded Angular
x
o
4/8/2013ID No.
oB
o x
Dispersion Time:
(R x a / W) x 100
Temp.
(0.5 oC)
152H
K x ((L/T)1/2Reading
QB
0.00
0.00
Soil Mortar
100.0%
83.4%
4.43 91.8%91.8%
0.50
Control Cylinder
Balance:Cal. Date:
Stirring Apparatus:
18435
Hydrometer Sample Oven Dried (W):1.86
o x
99.8%
#100 1.75 96.8%96.8%
8.94 83.4%
17.9%
18.3%
0.00132
0.00637
0.01281
0.01305
0.01289
30.1%
17.9%
0.01297
0.03373
0.02184
Effective
Depth
151HType:
% Moisture (100 x D/E)
Table 3
Sodium Hexametaphosphate:
23.0%
Boring No.:
Composite Correction
Time
50.25
5.93
17.0
16.0
19.7
3-6N
Total Sample Oven Dried:
2
Pan #:
A
16.019.2
Form No. TR-D422-2
Revision No. 0
Revision Date: 02/20/08 Sample Log No.:10017
19.8
19.8
ASTM D 422
Particle Size Analysis of Soils
20.5
20.0
5.93
o x x o oWeathered & FriableSoft
Sample Description: SILT WITH SAND (ML), gray, fine sand
724
65.3%
< 0.425 mm and > 0.075 mm (#200)Fine Sand
Technical Responsibility
Revised the assumed specific gravity value 08/12/14
References / Comments / Deviations:ASTM D422, D4318, D2487
N. Randy Rainwater Laboratory Department Manager
Clay
Plastic Limit
Sample Log No.:10017 ASTM D422
S&ME, Inc., 1413 Topside Road, Louisville, TN 37777
Quality Assurance
8/12/14
Address:
17.5 - 18.5 ftDepth:
Boring No.: 3-6N Sample Date:
MWH Americas, Inc.
Fort Collins, CO
Report Date:
Test Date(s):
Silt
Colloids
Silt
< 75 mm and > 4.75 mm (#4)
< 4.75 mm and >2.00 mm (#10)
< 2.00 mm and > 0.425 mm (#40)< 0.001 mm
18.1%Clay
Plastic Index
< 0.005 mm
< 0.075 and > 0.005 mm
S&ME Project #:
10/23/13
Project Name:
Client Name:
1439-13-335
White Mesa Mill 12/17/13 - 12/18/13
Form No. TR-D422-3
Particle Size Analysis of SoilsRevision No. 0
Revision Date: 02/20/08
Silt & Clay (% Passing #200):
Assumed Specific Gravity
0.0%No. 60
2.85
83.4%
Maximum Particle Size:
16.6%
Liquid Limit
Description of Sand and Gravel Hard & DurableAngular
31
Rounded
1 min. Dispersing Agent:
Signature Position Date
40 g./ Liter
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
4/2/14 & 8/12/14
Sodium Hexametaphosphate:Mechanical Stirring Apparatus A Dispersion Period:
Cobbles
Gravel
Gravel:
Total Sand:
Coarse Sand
Medium Sand
< 300 mm (12") and > 75 mm (3")
1" 3/4" 1/2"3/8" #4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Particle Size (mm)
Report of Laboratory Testing S&ME, Inc. Project No. 1439-13-335White Mesa Mill Uranium Tailings / San Juan County, Utah April 3, 2014
Moisture Content and Unit Weight
ASTM D2216
ASTM D7263
44
Materials Test Report
1413 Topside Road Louisville, Tennessee 37777 Phone: [phone] Fax: [phone]
Client:MWH Americas, Inc.Technician: Derek Baker/Michael Kelso
Address:Fort Collins, CO Sample Dates: October 18 – 23, 2013
S&ME Project No.: 1439-13-335 Report Date: March 31, 2014
Test Method: ASTM D7263 Laboratory Determination of Density (Unit Weight) of Soil Specimens
Specimen ID: Depth (ft)MoistureContent (%)Moist Unit Wt.(pcf)Dry Unit Wt.(pcf)
2E1 13.8-14.0 24.6 124.2 99.7
18.5-19.0 25.5 123.1 98.1
27.8-28.0 15.8 122.6 105.9
2W2 8.0-8.5 32.4 123.6 93.3
8.5-9.0 33.8 117.2 87.6
12.5-13.0 30.8 117.6 89.9
13.0-13.5 31.7 117.2 89.0
18.0-18.5 29.3 108.4 83.8
18.5-19.0 34.2 106.4 79.3
2W3 6.0-6.5 25.8 119.0 94.6
7.0-8.5 33.3 121.7 91.3
9.0-10.8 27.3 120.1 94.3
16.0-18.0 31.3 Note 1 Note 1
2W4-C 5.2-6.0 13.2 129.6 114.4
8.9-9.0 21.3 118.0 97.3
11.3-12.0 29.3 124.5 96.3
14.3-14.5 26.0 Note 1 Note 1
16.5-17.0 26.3 120.4 95.3
2W6-S(2)11.5-12.0 45.3 107.2 73.8
13.0-14.0 63.8 99.9 61.0
15.0-15.5 59.0 105.4 66.3
15.5-16.0 29.7 122.8 94.6
2W6-S(3)15.5-16.0 58.9 113.6 71.5
17.5-18.0 40.7 115.7 82.2
3-4N 6.5-7.0 27.1 124.9 98.3
8.5-9.0 29.2 120.9 93.5
11.0-11.5 26.1 122.2 96.9
3-6N 6.5-7.0 31.3 103.5 78.9
10.0-10.5 38.1 107.7 78.0
10.5-11.0 47.5 118.4 80.3
14.5-15.0 35.7 109.3 80.6
15.0-15.5 49.2 107.6 72.1
17.5-18.0 39.5 116.6 83.6
18.0-18.5 40.5 113.9 81.1
Note 1: Intact unit weight could not be determined.
Reviewed By: ______________________________________________ Date: 3/28/14N. Randy Rainwater
45
Report of Laboratory Testing S&ME, Inc. Project No. 1439-13-335White Mesa Mill Uranium Tailings / San Juan County, Utah April 3, 2014
Hydraulic Conductivity
ASTM D5084
46
Materials Using a Flexible Wall Permeameter
ASTM D 2216: Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass
Project Manager
1.44E-06
1.48E-0612.00 42.4 41.3 7.69 7.49 1.55E-06
44.4
Cell Pressure (psi):
Position:
17:00 18:15 4500 21.7 21.7 21.7
14:30 15:45
Burette Area (cm2):0.970
Time (24-hr)
Start End
13:15 14:30 4500
Time
(sec)
4500
N. Randy Rainwater
11.50 17.950.9601 18.50
21.7 21.7 0.9612
hout1
Temperature (oC)
Initial Final Ave.
21.521.4 21.6
Factor
20.00
Test Date(s):Project #:
Project Name:
0.510
Area (cm2)
Length (cm):
Diameter (cm):
5.83
3.65
Test Parameters:
110.4
83.5 Porosity:Dry Weight (grams)
Wet weight (grams)
32.2Percent Moisture:
Effective Consolidation Stress (psi):
Report Date: 3/19/14
Dry Density (PCF):
Wet Density (PCF):
95.1
Final Specimen Conditions
129.6
Panel ID:
No. 20
1.4 in. dia. Tube
100.0
Plastic Limit:
5.51
3.56
58.1
36 Specific Gravity: 2.80Liquid Limit:
Volume (cm3)
Dry Density (PCF):
Area (cm2)
27 Plastic Index:
Wet Density (PCF):
Void Ratio:
86.5Percent Saturation:10.44
60.90
1.042
0.9647
113.8
83.5
hin1
60.0
8.25
hout2 hin2
8.06
h1
10.00 45.5
Corrected
K-Value
59.5
K-Value (cm/sec)
Effluent Pressure (psi)
Final
Gradient Uncorrected
K-Value
Initial
Gradient
Dry Weight (grams)
36.3
0.838
Porosity:0.456
Void Ratio:
Volume (cm3)54.80
Deaired WaterPermeant Liquid Used:
19.50 10.50
Measurements
Wet weight (grams)
Percent Moisture:
21.6 21.6 19.0019.50 10.5021.6 0.9624
5.0
65.0 Influent Pressure (psi):
11.5011.00
11.00
44.4
h2
43.4
Percent Saturation:
Percent Passing #200:
85.6
Length (cm):
Diameter (cm):
9.94
Log #:10017
113.1
Sample Type:
Initial Specimen Conditions
9 Maximum Particle Size:
Laboratory Record Version 4.1
Client Address:
Client Name:
Hydraulic Conductivity of Saturated Porous Materials
Using a Flexible Wall Permeameter (Method "C")
9463
White Mesa Mill
1/25/14 - 2/10/20141439-13-335
Boring #:Depth: 7.5 - 8.0 ft
MWH Americas, Inc.
Fort Collins, CO
2W2
Sample Date: 10/23/2013
1.4E-06
1.32E-06
43.4 1.35E-06
1.38E-06
1.40E-06
1.44E-0642.4 7.87
8.06 7.87
7.69
1.37E-06
19.00 18.50
References:
Notes:
15:45 17:00 4500 21.6
Averages:
Technician:
Technical Responsibility:
Michael Kelso
signature
Sample Description: SANDY SILT (ML), gray, fine sand
7.787.97
ASTM D 5084: Measurement of Hydraulic Conductivity of Saturated Porous
1.0E-06
1.5E-06
2.0E-06
2.5E-06
3.0E-06
4000 6000 8000 10000 12000 14000 16000 18000 20000
K-
V
a
l
u
e
Cumulative Time (sec.)
Conductivity vs. Time
Materials Using a Flexible Wall Permeameter
ASTM D 2216: Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass
Sample Description: SILTY, CLAYEY SAND (SC-SM), gray, fine sand
11.1611.45
ASTM D 5084: Measurement of Hydraulic Conductivity of Saturated Porous
Averages:
Technician:
Technical Responsibility:
Michael Kelso
signature
3:16 3:36 1200 21.7
Revised 1/10/14 with Specific Gravity value per D854.
11.30
11.59 11.30
11.01
3.30E-06
14.50 14.00
References:
Notes:
40.4 3.10E-06
3.33E-06
3.22E-06
3.47E-0639.3
3.3E-06
10/17/2013
1439-13-335
Boring #:Depth: 7.0 - 8.5 ft
MWH Americas, Inc.
Fort Collins, CO
2W3
Sample Date:
Laboratory Record Version 4.1
Client Address:
Client Name:
Hydraulic Conductivity of Saturated Porous Materials
Using a Flexible Wall Permeameter (Method "C")
16019
White Mesa
12/13/13-12/18/13
Log #:10017
120.1
Sample Type:
Initial Specimen Conditions
6 Maximum Particle Size:
Percent Saturation:
Percent Passing #200:
89.2
Length (cm):
Diameter (cm):
10.74
5.0
75.5 Influent Pressure (psi):
10.009.50
9.50
41.4
h2
40.4
21.7 21.7 14.5015.00 9.0021.7 0.9607
Volume (cm3)38.34
Deaired WaterPermeant Liquid Used:
15.00 9.00
Measurements
Wet weight (grams)
Percent Moisture:
Dry Weight (grams)
31.7
0.842
Porosity:0.457
Void Ratio:
8.50 42.4
Corrected
K-Value
70.0
K-Value (cm/sec)
Effluent Pressure (psi)
Final
Gradient Uncorrected
K-Value
Initial
Gradient
3.17E-060.9618
77.9
59.1
hin1
70.5
11.89
hout2 hin2
11.59
h1
Void Ratio:
99.6Percent Saturation:9.83
41.36
0.986
Specific Gravity: 2.84Liquid Limit:
Volume (cm3)
Dry Density (PCF):
Area (cm2)
21 Plastic Index:
Wet Density (PCF):
No. 20
1.4 in. dia. Tube
0.95
100.0
Plastic Limit:
3.57
3.70
46.3
27
Effective Consolidation Stress (psi):
Report Date: 4/2/14
Dry Density (PCF):
Wet Density (PCF):
96.3
Final Specimen Conditions
126.8
Panel ID:
3.54
B-Parameter:
Test Parameters:
79.6
59.1 Porosity:Dry Weight (grams)
Wet weight (grams)
34.6Percent Moisture:
Factor
15.50
Test Date(s):Project #:
Project Name:
0.497
Area (cm2)
Length (cm):
Diameter (cm):
4.21
21.7 0.9601
hout1
Temperature (oC)
Initial Final Ave.
21.621.6 21.71200
Time
(sec)
1260
N. Randy Rainwater
10.00 13.500.9601 14.00
21.7
21.7
2:55 3:16
Burette Area (cm2):0.960
Time (24-hr)
Start End
2:35 2:55
41.4
Cell Pressure (psi):
Position:
3:36 3:56 1200 21.7 21.7 10.50 39.3 38.3 11.01 10.72 3.56E-06
Laboratory Department Manager
3.39E-06
3.42E-06
1.0E-06
2.0E-06
3.0E-06
4.0E-06
1000 2000 3000 4000 5000
K-
V
a
l
u
e
Cumulative Time (sec.)
Conductivity vs. Time
Materials Using a Flexible Wall Permeameter
ASTM D 2216: Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass
Averages:
Technician:
Technical Responsibility:
Michael Kelso
115.720.70 20.55
References:
Notes:
16:56 17:56 3600 115.3 25.18
25.26 25.18
25.10
1.68E-07
115.7
1.89E-07
1.69E-07
1.97E-07
1.76E-07
1.60E-07
1.7E-07
1.62E-07
10/23/2013
1439-13-335
Boring #:Depth: 13.0 - 13.5 ft
MWH Americas, Inc.
Fort Collins, CO
2W6-S(2)
Sample Date:
Laboratory Record Version 4.1
Client Address:
Client Name:
Hydraulic Conductivity of Saturated Porous Materials
Using a Flexible Wall Permeameter (Method "C")
16024
White Mesa Mill
2/12/14 - 2/20/14
Log #:10017
105.1
Sample Type:
Initial Specimen Conditions
32 Maximum Particle Size:
Percent Saturation:
Percent Passing #200:
64.6
Length (cm):
Diameter (cm):
9.82
Percent Moisture:
10.0
71.0 Influent Pressure (psi):
11.5011.30
20.70 11.3020.85
21.6 22.0 21.8 0.9578
22.0 21.6 11.1521.8 0.9578
Volume (cm3)45.11
Deaired WaterPermeant Liquid Used:
20.85 11.15
Measurements Initial
Gradient
1.59E-07
Wet weight (grams)
Dry Weight (grams)
60.0
1.466
Porosity:0.594
Void Ratio:
h2
11.00 116.4
Corrected
K-Value
59.5
K-Value (cm/sec)
Effluent Pressure (psi)
Final
Gradient Uncorrected
K-Value
83.4
52.1
hin1
61.0
25.33
hout2 hin2
25.26
h1
116.0
Void Ratio:
100.0Percent Saturation:10.28
50.38
1.754
Liquid Limit:
Volume (cm3)
Dry Density (PCF):
Area (cm2)
36 Plastic Index:
Wet Density (PCF):
100.0
Plastic Limit:
4.59
3.54
97.0
68 Specific Gravity: 2.85
Report Date: 3/19/14
Dry Density (PCF):
Wet Density (PCF):
72.1
Final Specimen Conditions
115.4
Panel ID:
No. 100
1.4 in. dia. Tube
Test Parameters:
84.8
52.1 Porosity:Dry Weight (grams)
Wet weight (grams)
62.7Percent Moisture:
Effective Consolidation Stress (psi):
Test Date(s):Project #:
Project Name:
0.637
Area (cm2)
Length (cm):
Diameter (cm):
4.90
3.62
Temperature (oC)
Initial Final Ave.
22.523.0 22.0
Factor
0.9421
Time
(sec)
3600
N. Randy Rainwater
11.50 20.300.9443 20.55
hout1
21.00
15:56 16:56
Burette Area (cm2):0.920
Time (24-hr)
Start End
14:56 15:56 3600
Position:
17:56 19:26 5400 22.0 22.8 22.4
25.1325.22
ASTM D 5084: Measurement of Hydraulic Conductivity of Saturated Porous
signature
11.70 115.3 114.8 25.10 24.99 1.70E-07
116.0
Sample Description: ELASTIC SILT (MH), gray
Project Manager
Cell Pressure (psi):
1.0E-07
1.5E-07
2.0E-07
2.5E-07
3.0E-07
2000 4000 6000 8000 10000 12000 14000 16000 18000
K-
V
a
l
u
e
Cumulative Time (sec.)
Conductivity vs. Time
Materials Using a Flexible Wall Permeameter
ASTM D 2216: Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass
Sample Description: SANDY ELASTIC SILT (MH), gray, fine sand
Project Manager
Cell Pressure (psi):
signature
30.60 150.0 149.7 25.56 25.51 1.70E-07
150.6
Position:
16:07 17:07 3600 23.3 23.4 23.4
25.5825.64
ASTM D 5084: Measurement of Hydraulic Conductivity of Saturated Porous
14:07 15:07
Burette Area (cm2):0.970
Time (24-hr)
Start End
13:07 14:07 3600
Time
(sec)
3600
N. Randy Rainwater
30.45 39.400.9236 39.55
hout1
40.00
Temperature (oC)
Initial Final Ave.
23.022.9 23.0
Factor
0.9322
Test Date(s):Project #:
Project Name:
0.664
Area (cm2)
Length (cm):
Diameter (cm):
6.08
3.64
Test Parameters:
98.4
58.9 Porosity:Dry Weight (grams)
Wet weight (grams)
67.1Percent Moisture:
Effective Consolidation Stress (psi):
Report Date: 4/2/14
Dry Density (PCF):
Wet Density (PCF):
65.3
Final Specimen Conditions
109.0
Panel ID:
No. 40
1.4 in. dia. Tube
100.0
Plastic Limit:
5.87
3.50
54.4
54 Specific Gravity: 2.77Liquid Limit:
Volume (cm3)
Dry Density (PCF):
Area (cm2)
30 Plastic Index:
Wet Density (PCF):
Void Ratio:
94.1Percent Saturation:10.40
63.26
1.976 98.4
58.9
hin1
61.0
25.72
hout2 hin2
25.66
h1
150.6
h2
30.00 150.9
Corrected
K-Value
59.0
K-Value (cm/sec)
Effluent Pressure (psi)
Final
Gradient Uncorrected
K-Value
Initial
Gradient
1.57E-07
Wet weight (grams)
Dry Weight (grams)
67.1
1.650
Porosity:0.623
Void Ratio:
30.1523.1 0.9301
Volume (cm3)56.33
Deaired WaterPermeant Liquid Used:
39.85 30.15
Measurements
23.1 23.3 23.2 0.9268
23.0 23.1
Percent Moisture:
12.0
73.0 Influent Pressure (psi):
30.4530.30
39.70 30.3039.85
Percent Saturation:
Percent Passing #200:
58.1
Length (cm):
Diameter (cm):
9.60
Log #:10017
97.1
Sample Type:
Initial Specimen Conditions
24 Maximum Particle Size:
Laboratory Record Version 4.1
Client Address:
Client Name:
Hydraulic Conductivity of Saturated Porous Materials
Using a Flexible Wall Permeameter (Method "C")
9463
White Mesa Mill
2/12/14 - 2/20/141439-13-335
Boring #:Depth: 15.0 - 15.5 ft
MWH Americas, Inc.
Fort Collins, CO
2W6-S(3)
Sample Date: 10/18/2013
1.6E-07
1.57E-07
1.57E-07
1.69E-07
1.70E-07
1.69E-07
1.57E-07
25.61
25.66 25.61
25.56
1.69E-07
150.3
150.339.70 39.55
References:
Notes:
15:07 16:07 3600 150.0
Averages:
Technician:
Technical Responsibility:
Michael Kelso
1.0E-07
2.0E-07
3.0E-07
4.0E-07
2000 4000 6000 8000 10000 12000 14000 16000 18000
K-
V
a
l
u
e
Cumulative Time (sec.)
Conductivity vs. Time
Materials Using a Flexible Wall Permeameter
ASTM D 2216: Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass
Sample Description: SANDY LEAN CLAY (CL), gray
Project Manager
Cell Pressure (psi):
signature
14.55 39.2 37.5 7.41 7.09 1.00E-05
41.6
Position:
10:32 10:50 1080 22.4 22.5 22.5
7.507.76
ASTM D 5084: Measurement of Hydraulic Conductivity of Saturated Porous
10:08 10:20
Burette Area (cm2):0.920
Time (24-hr)
Start End
9:56 10:08 720
Time
(sec)
720
N. Randy Rainwater
13.80 16.700.9432 17.50
hout1
19.20
Temperature (oC)
Initial Final Ave.
22.622.8 22.4
Factor
0.9399
Test Date(s):Project #:
Project Name:
0.531
Area (cm2)
Length (cm):
Diameter (cm):
5.72
3.57
Test Parameters:
104.1
76.6 Porosity:Dry Weight (grams)
Wet weight (grams)
35.9Percent Moisture:
Effective Consolidation Stress (psi):
Report Date: 3/19/14
Dry Density (PCF):
Wet Density (PCF):
91.3
Final Specimen Conditions
130.8
Panel ID:
No. 40
1.4 in. dia. Tube
100.0
Plastic Limit:
5.29
3.55
67.4
37 Specific Gravity: 2.86Liquid Limit:
Volume (cm3)
Dry Density (PCF):
Area (cm2)
22 Plastic Index:
Wet Density (PCF):
Void Ratio:
90.7Percent Saturation:9.99
57.12
1.132 109.8
76.6
hin1
60.5
8.13
hout2 hin2
7.86
h1
41.6
h2
12.00 43.0
Corrected
K-Value
60.0
K-Value (cm/sec)
Effluent Pressure (psi)
Final
Gradient Uncorrected
K-Value
Initial
Gradient
1.07E-05
Wet weight (grams)
Dry Weight (grams)
43.3
0.956
Porosity:0.489
Void Ratio:
12.7022.4 0.9443
Volume (cm3)52.38
Deaired WaterPermeant Liquid Used:
18.60 12.70
Measurements
22.4 22.4 22.4 0.9443
22.4 22.4
Percent Moisture:
5.0
65.5 Influent Pressure (psi):
13.8013.25
18.00 13.2518.60
Percent Saturation:
Percent Passing #200:
83.7
Length (cm):
Diameter (cm):
9.90
Log #:10017
113.8
Sample Type:
Initial Specimen Conditions
15 Maximum Particle Size:
Laboratory Record Version 4.1
Client Address:
Client Name:
Hydraulic Conductivity of Saturated Porous Materials
Using a Flexible Wall Permeameter (Method "C")
16024
White Mesa Mill
2/22/14 - 3/11/141439-13-335
Boring #:Depth: 6.0 - 6.5 ft
MWH Americas, Inc.
Fort Collins, CO
3-6N
Sample Date: 10/22/2013
9.8E-06
9.86E-06
9.28E-06
1.04E-05
9.82E-06
1.04E-05
9.46E-06
7.62
7.86 7.62
7.41
1.14E-05
40.3
40.318.00 17.50
References:
Notes:
10:20 10:32 720 39.2
Averages:
Technician:
Technical Responsibility:
Michael Kelso
8.0E-061.0E-051.2E-051.4E-051.6E-051.8E-052.0E-05
600 1100 1600 2100 2600 3100
K-
V
a
l
u
e
Cumulative Time (sec.)
Conductivity vs. Time
Report of Laboratory Testing S&ME, Inc. Project No. 1439-13-335White Mesa Mill Uranium Tailings / San Juan County, Utah April 3, 2014
One-Dimensional Consolidation and
Soil Specific Gravity
ASTM D2435
ASTM D854
52
Title:
Checked By:
Project:
Remarks:Client:Project No.
Condition of Test:
Preparation Process:
AASHTOUSCSMATERIAL DESCRIPTION
%Method
Swell Press.D2435
FinalInit.FinalInit.FinalInit.FinalInit.Gr.CcPcVoid RatioSaturationMoistureOverburdenSp.PILL
CONSOLIDATION TEST REPORT ASTM D2435
0.780
0.820
0.860
0.900
0.940
0.980
1.020
1.060
1.100
1.140
1.180
Vo
i
d

R
a
t
i
o
.1 .2 .5 1 2 5 10 20.005
.030
.055
.080
.105
.130
Cv
(f
t
.
2/d
a
y
)
Applied Pressure - ksf
Figure
S & ME, INC.
Louisville, TN
Location: 2W2, 7.5-8 ft
1
Project Manager
NRR, 3/19/14
1.4 inch diameter specimen per client's
request.
White Mesa Mill
MWH Americas, Inc.1439-13-335
0.01BInundated in seat load
Trimming not required
0.241.660.8061.168100.0 %72.9 %29.0 %30.4 %96.289.92.80936
Sandy MLSANDY SILT (ML), gray, fine sand
(ksf)
SwellCr
(ksf)(ksf)
Dry Dens. (pcf)
The client is responsible for interpreting the
test data as provided by S&ME, Inc.
53
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.10 ft.2/day
T90
D90
Location: 2W2, 7.5-8 ft
2
19.69 min.
0.04150
0.04089
0.03534
1.67 ksf
4
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.033
.035
.037
.039
.041
.043
.045
.047
.049
.051
.053
t90
FigureS & ME, Inc.
Cv @ T90
0.05 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W2, 7.5-8 ft
37.22 min.
0.06930
0.06832
0.05957
3.26 ksf
5
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.055
.058
.061
.064
.067
.070
.073
.076
.079
.082
.085
t90
54
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.04 ft.2/day
T90
D90
Location: 2W2, 7.5-8 ft
3
46.90 min.
0.09600
0.09489
0.08487
6.45 ksf
6
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.080
.084
.088
.092
.096
.100
.104
.108
.112
.116
.120
t90
FigureS & ME, Inc.
Cv @ T90
0.03 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W2, 7.5-8 ft
52.41 min.
0.12849
0.12741
0.11771
12.83 ksf
7
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.113
.117
.121
.125
.129
.133
.137
.141
.145
.149
.153
t90
55
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.05 ft.2/day
T90
D90
Location: 2W2, 7.5-8 ft
4
27.42 min.
0.15693
0.15587
0.14629
25.62 ksf
8
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.142
.146
.150
.154
.158
.162
.166
.170
.174
.178
.182
t90
FigureS & ME, Inc.
56
CONSOLIDATION TEST DATA
Client: MWH Americas, Inc.
Project: White Mesa Mill
Project Number: 1439-13-335
Sample Data
Source:
Sample No.: 10017
Depth: 7.5 - 8.0 ft Sample Length(in./cm.):
Location: 2W2, 7.5-8 ft
Description: SANDY SILT (ML), gray, fine sand
Sample Date: 10/22/14 Liquid Limit: 36 Plasticity Index: 9
USCS: Sandy ML AASHTO:
Preparation Process: Trimming not required
Condition of Test: Inundated in seat load
Test Method: B Final Density: 96.2 Figure No.: 1
Testing Remarks: 1.4 inch diameter specimen per client's request.
Tested By: DB & MDK Test Date: 1/22/14-2/10/14
Checked By: NRR, 3/19/14 Title: Project Manager
Test Specimen Data
TOTAL SAMPLE BEFORE TEST AFTER TEST
Wet w+t = 47.93 g.Consolidometer # = 4 Wet w+t = 58.58 g.
Dry w+t = 40.97 g.Dry w+t = 49.14 g.
Tare Wt. = 18.09 g.Spec. Gravity = 2.80 Tare Wt. = 16.55 g.
Height = 1.00 in.Height = 1.00 in.
Diameter = 1.40 in.Diameter = 1.40 in.
Weight = 47.42 g.Defl. Table = 143913335, #20984
Moisture = 30.4 %Ht. Solids = 0.4614 in.Moisture = 29.0 %
Wet Den. = 117.3 pcf Dry Wt. = 36.36 g. Dry Wt. = 32.59 g.*
Dry Den. = 89.9 pcf Void Ratio = 1.168 Void Ratio = 0.806
Saturation = 72.9 %
* Final dry weight used in calculations
End-of-Load Summary
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv
(ft.2/day)
C Void
Ratio
% Compression
/Swell
start 0.00000 1.168
0.19 0.00450 0.00000 1.159 0.4 Comprs.
0.44 0.01600 0.00010 1.134 1.6 Comprs.
0.88 0.03080 0.00030 1.102 3.0 Comprs.
1.67 0.04830 0.00060 0.10 1.065 4.8 Comprs.
3.26 0.08290 0.00120 0.05 0.991 8.2 Comprs.
6.45 0.11470 0.00330 0.04 0.927 11.1 Comprs.
12.83 0.14720 0.00520 0.03 0.861 14.2 Comprs.
25.62 0.18310 0.00650 0.05 0.786 17.7 Comprs.
6.45 0.18010 0.00540 0.790 17.5 Comprs.
S & ME, Inc.
The client is responsible for interpreting the test data
as provided by S&ME, Inc.
57
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv(ft.2/day)
C Void
Ratio
% Compression
/Swell
1.67 0.17590 0.00420 0.796 17.2 Comprs.
0.44 0.17110 0.00370 0.806 16.7 Comprs.
Cc = 0.24 Pc = 1.66 ksf Cr = 0.01
TEST READINGSPressure: 0.19 ksf Load No. 1
No. Elapsed Dial
Time Reading
1 0.00 0.00000
2 0.10 0.00060
3 0.25 0.00080
4 0.50 0.00100
5 1.00 0.00120
6 2.00 0.00140
7 4.00 0.00160
8 8.00 0.00200
9 15.00 0.00230
10 30.00 0.00250
No. Elapsed Dial
Time Reading
11 60.00 0.00290
12 120.00 0.00320
13 240.00 0.00350
14 480.00 0.00390
15 1440.00 0.00450
Void Ratio = 1.159 Compression = 0.4 %
TEST READINGSPressure: 0.44 ksf Load No. 2
No. Elapsed Dial
Time Reading
1 0.00 0.00450
2 0.10 0.00750
3 0.25 0.00810
4 0.50 0.00860
5 1.00 0.00900
6 2.00 0.00940
7 4.00 0.00990
8 8.00 0.01040
9 15.00 0.01090
10 30.00 0.01150
No. Elapsed Dial
Time Reading
11 60.00 0.01220
12 120.00 0.01290
13 240.00 0.01360
14 480.00 0.01440
15 1440.00 0.01540
16 2488.80 0.01600
Void Ratio = 1.134 Compression = 1.6 %
S & ME, Inc.
58
TEST READINGSPressure: 0.88 ksf Load No. 3
No. Elapsed Dial
Time Reading
1 0.00 0.01600
2 0.10 0.01970
3 0.25 0.02010
4 0.50 0.02050
5 1.00 0.02120
6 2.00 0.02140
7 4.00 0.02200
8 8.00 0.02260
9 15.00 0.02320
10 30.00 0.02400
No. Elapsed Dial
Time Reading
11 60.00 0.02480
12 120.00 0.02590
13 240.00 0.02700
14 480.00 0.02800
15 1440.00 0.02980
16 2880.00 0.03080
Void Ratio = 1.102 Compression = 3.0 %
TEST READINGSPressure: 1.67 ksf Load No. 4
No. Elapsed Dial
Time Reading
1 0.00 0.03080
2 0.10 0.03600
3 0.25 0.03650
4 0.50 0.03700
5 1.00 0.03750
6 2.00 0.03820
7 4.00 0.03920
8 8.00 0.04020
9 15.00 0.04110
10 30.00 0.04220
No. Elapsed Dial
Time Reading
11 60.00 0.04340
12 120.00 0.04480
13 240.00 0.04640
14 480.00 0.04820
15 1440.00 0.04830
Void Ratio = 1.065 Compression = 4.8 %
D0 = 0.03534 D90 = 0.04089 D100 = 0.04150
Cv at 19.7 min. = 0.10 ft.2/day
TEST READINGSPressure: 3.26 ksf Load No. 5
No. Elapsed Dial
Time Reading
1 0.00 0.04830
2 0.10 0.05980
3 0.25 0.06150
4 0.50 0.06200
5 1.00 0.06280
6 2.00 0.06360
7 4.00 0.06470
8 8.00 0.06600
9 15.00 0.06740
10 30.00 0.06900
No. Elapsed Dial
Time Reading
11 60.00 0.07090
12 120.00 0.07270
13 240.00 0.07500
14 1440.00 0.08080
15 2880.00 0.08290
Void Ratio = 0.991 Compression = 8.2 %
D0 = 0.05957 D90 = 0.06832 D100 = 0.06930
Cv at 37.2 min. = 0.05 ft.2/day
S & ME, Inc.
59
TEST READINGSPressure: 6.45 ksf Load No. 6
No. Elapsed Dial
Time Reading
1 0.00 0.08290
2 0.10 0.08800
3 0.25 0.08870
4 0.50 0.08920
5 1.00 0.09000
6 2.00 0.09100
7 4.00 0.09210
8 8.00 0.09340
9 15.00 0.09480
10 30.00 0.09680
No. Elapsed Dial
Time Reading
11 60.00 0.09910
12 120.00 0.10160
13 240.00 0.10430
14 480.00 0.10870
15 1380.00 0.11180
16 1802.00 0.11310
17 2639.00 0.11470
Void Ratio = 0.927 Compression = 11.1 %
D0 = 0.08487 D90 = 0.09489 D100 = 0.09600
Cv at 46.9 min. = 0.04 ft.2/day
TEST READINGSPressure: 12.83 ksf Load No. 7
No. Elapsed Dial
Time Reading
1 0.00 0.11820
2 0.10 0.12290
3 0.25 0.12340
4 0.50 0.12390
5 1.00 0.12460
6 2.00 0.12540
7 4.00 0.12640
8 8.00 0.12760
9 15.00 0.12900
10 30.00 0.13090
No. Elapsed Dial
Time Reading
11 60.00 0.13310
12 120.00 0.13570
13 284.00 0.13950
14 415.00 0.14140
15 1407.00 0.14720
Void Ratio = 0.861 Compression = 14.2 %
D0 = 0.11771 D90 = 0.12741 D100 = 0.12849
Cv at 52.4 min. = 0.03 ft.2/day
TEST READINGSPressure: 25.62 ksf Load No. 8
No. Elapsed Dial
Time Reading
1 0.00 0.14720
2 0.10 0.15300
3 0.25 0.15360
4 0.50 0.15430
5 1.00 0.15510
6 2.00 0.15610
7 4.00 0.15740
8 8.00 0.15890
9 15.00 0.16050
10 30.00 0.16270
No. Elapsed Dial
Time Reading
11 60.00 0.16550
12 120.00 0.16900
13 214.00 0.17200
14 480.00 0.17690
15 1380.00 0.18310
Void Ratio = 0.786 Compression = 17.7 %
D0 = 0.14629 D90 = 0.15587 D100 = 0.15693
Cv at 27.4 min. = 0.05 ft.2/day
S & ME, Inc.
60
TEST READINGSPressure: 6.45 ksf Load No. 9
No. Elapsed Dial
Time Reading
1 0.00 0.18310
2 0.10 0.18060
3 0.25 0.18060
4 0.50 0.18050
5 1.00 0.18050
6 2.00 0.18050
7 4.00 0.18040
8 8.00 0.18040
9 15.00 0.18030
10 30.00 0.18030
No. Elapsed Dial
Time Reading
11 60.00 0.18020
12 120.00 0.18020
13 240.00 0.18010
14 480.00 0.18010
15 1280.00 0.18010
Void Ratio = 0.790 Compression = 17.5 %
TEST READINGSPressure: 1.67 ksf Load No. 10
No. Elapsed Dial
Time Reading
1 0.00 0.18010
2 0.10 0.17770
3 0.25 0.17760
4 0.50 0.17750
5 1.00 0.17740
6 2.00 0.17720
7 4.00 0.17710
8 8.00 0.17690
9 15.00 0.17680
10 30.00 0.17660
No. Elapsed Dial
Time Reading
11 60.00 0.17650
12 120.00 0.17630
13 240.00 0.17620
14 480.00 0.17600
15 1440.00 0.17590
Void Ratio = 0.796 Compression = 17.2 %
TEST READINGSPressure: 0.44 ksf Load No. 11
No. Elapsed Dial
Time Reading
1 0.00 0.17590
2 0.10 0.17440
3 0.25 0.17430
4 0.50 0.17410
5 1.00 0.17400
6 2.00 0.17380
7 4.00 0.17360
8 8.00 0.17330
9 15.00 0.17300
10 30.00 0.17270
No. Elapsed Dial
Time Reading
11 60.00 0.17240
12 120.00 0.17210
13 240.00 0.17180
14 480.00 0.17140
15 1410.00 0.17110
Void Ratio = 0.806 Compression = 16.7 %
S & ME, Inc.
61
Title:
Checked By:
Project:
Remarks:Client:Project No.
Condition of Test:
Preparation Process:
AASHTOUSCSMATERIAL DESCRIPTION
%Method
Swell Press.D2435
FinalInit.FinalInit.FinalInit.FinalInit.Gr.CcPcVoid RatioSaturationMoistureOverburdenSp.PILL
CONSOLIDATION TEST REPORT ASTM D2435
.680
.700
.720
.740
.760
.780
.800
.820
.840
.860
.880
Vo
i
d

R
a
t
i
o
.1 .2 .5 1 2 5 10 20.00
.04
.08
.12
.16
.20
Cv
(f
t
.
2/d
a
y
)
Applied Pressure - ksf
Figure
S & ME, INC.
Louisville, TN
Location: 2W3, 7-8.5 ft
1
Lab Dept Manager
NRR, 3/28/14
1.4 inch diameter specimen per client's
request.
White Mesa Mill
MWH Americas, Inc.1439-13-335
0.01BInundated in seat load
Trimming not required
0.113.420.7070.87793.1 %102.0 %23.2 %31.5 %103.793.22.84627
NASC-SMSILTY, CLAYEY SAND (SC-SM), gray, fine sand
(ksf)
SwellCr
(ksf)(ksf)
Dry Dens. (pcf)
The client is responsible for interpreting
the test data as provided by S&ME, Inc.
62
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.02 ft.2/day
T90
D90
Location: 2W3, 7-8.5 ft
2
98.13 min.
0.01541
0.01517
0.01304
0.88 ksf
3
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.01225
.01300
.01375
.01450
.01525
.01600
.01675
.01750
.01825
.01900
.01975
t90
FigureS & ME, Inc.
Cv @ T90
0.07 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W3, 7-8.5 ft
30.85 min.
0.02020
0.01997
0.01784
1.67 ksf
4
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.016
.017
.018
.019
.020
.021
.022
.023
.024
.025
.026
t90
63
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.13 ft.2/day
T90
D90
Location: 2W3, 7-8.5 ft
3
15.44 min.
0.02941
0.02917
0.02706
3.26 ksf
5
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.02499
.02624
.02749
.02874
.02999
.03124
.03249
.03374
.03499
.03624
.03749
t90
FigureS & ME, Inc.
Cv @ T90
0.04 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W3, 7-8.5 ft
46.32 min.
0.04287
0.04251
0.03931
6.45 ksf
6
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.00 12.50 25.00 37.50 50.00 62.50 75.00 87.50 100.00 112.50 125.00
.037
.039
.041
.043
.045
.047
.049
.051
.053
.055
.057
t90
64
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.07 ft.2/day
T90
D90
Location: 2W3, 7-8.5 ft
4
25.74 min.
0.05850
0.05820
0.05553
12.83 ksf
7
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 10 20 30 40 50 60 70 80 90 100
.053
.055
.057
.059
.061
.063
.065
.067
.069
.071
.073
t90
FigureS & ME, Inc.
Cv @ T90
0.17 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W3, 7-8.5 ft
10.58 min.
0.08337
0.08292
0.07888
38.50 ksf
8
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.078
.080
.082
.084
.086
.088
.090
.092
.094
.096
.098
t90
65
CONSOLIDATION TEST DATA
Client: MWH Americas, Inc.
Project: White Mesa Mill
Project Number: 1439-13-335
Sample Data
Source:
Sample No.: 10017
Depth: 7.0 - 8.5 ft Sample Length(in./cm.):
Location: 2W3, 7-8.5 ft
Description: SILTY, CLAYEY SAND (SC-SM), gray, fine sand
Sample Date: 10/21/13 Liquid Limit: 27 Plasticity Index: 6
USCS: SC-SM AASHTO: NA
Preparation Process: Trimming not required
Condition of Test: Inundated in seat load
Test Method: B Final Density: 103.7 Figure No.: 1
Testing Remarks: 1.4 inch diameter specimen per client's request.
Tested By: D.Baker, M.Kelso Test Date: 12/4/13-12/23/13
Checked By: NRR, 3/28/14 Title: Lab Dept Manager
Test Specimen Data
TOTAL SAMPLE BEFORE TEST AFTER TEST
Wet w+t = 41.19 g.Consolidometer # = 04 Wet w+t = 380.78 g.
Dry w+t = 32.94 g.Dry w+t = 371.78 g.
Tare Wt. = 6.74 g.Spec. Gravity = 2.84 Tare Wt. = 332.92 g.
Height = 1.00 in.Height = 1.00 in.
Diameter = 1.41 in.Diameter = 1.41 in.
Weight = 50.40 g.Defl. Table = 143913335, 2W3, 122413
Moisture = 31.5 %Ht. Solids = 0.5321 in.Moisture = 23.2 %
Wet Den. = 122.5 pcf Dry Wt. = 38.33 g. Dry Wt. = 38.86 g.*
Dry Den. = 93.2 pcf Void Ratio = 0.877 Void Ratio = 0.707
Saturation = 102.0 %
* Final dry weight used in calculations
End-of-Load Summary
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv
(ft.2/day)
C Void
Ratio
% Compression
/Swell
start 0.00000 0.877
0.19 0.00490 0.00010 0.868 0.5 Comprs.
0.44 0.01210 0.00015 0.854 1.2 Comprs.
0.88 0.01790 0.00040 0.02 0.844 1.8 Comprs.
1.67 0.02670 0.00175 0.07 0.830 2.5 Comprs.
3.26 0.03870 0.00225 0.13 0.808 3.7 Comprs.
6.45 0.05580 0.00290 0.04 0.777 5.3 Comprs.
12.83 0.07390 0.00375 0.07 0.745 7.0 Comprs.
38.50 0.10160 0.00540 0.17 0.696 9.6 Comprs.
12.83 0.09990 0.00470 0.698 9.5 Comprs.
S & ME, Inc.
The client is responsible for interpreting the test data as
provided by S&ME, Inc.
66
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv(ft.2/day)
C Void
Ratio
% Compression
/Swell
6.45 0.09880 0.00430 0.699 9.5 Comprs.
1.67 0.09630 0.00370 0.703 9.3 Comprs.
0.44 0.09380 0.00340 0.707 9.1 Comprs.
Cc = 0.11 Pc = 3.42 ksf Cr = 0.01
TEST READINGSPressure: 0.19 ksf Load No. 1
No. Elapsed Dial
Time Reading
1 0.00 0.00000
2 0.10 0.00050
3 0.25 0.00060
4 0.50 0.00070
5 1.00 0.00090
6 2.00 0.00110
7 4.00 0.00140
8 8.00 0.00170
9 15.00 0.00210
10 30.00 0.00250
No. Elapsed Dial
Time Reading
11 60.00 0.00300
12 1440.00 0.00490
Void Ratio = 0.868 Compression = 0.5 %
TEST READINGSPressure: 0.44 ksf Load No. 2
No. Elapsed Dial
Time Reading
1 0.00 0.00490
2 0.10 0.00590
3 0.25 0.00610
4 0.50 0.00620
5 1.00 0.00640
6 2.00 0.00670
7 4.00 0.00680
8 8.00 0.00700
9 15.00 0.00730
10 30.00 0.00770
No. Elapsed Dial
Time Reading
11 60.00 0.00810
12 120.00 0.01100
13 240.00 0.01140
14 480.00 0.01170
15 1309.00 0.01210
Void Ratio = 0.854 Compression = 1.2 %
S & ME, Inc.
67
TEST READINGSPressure: 0.88 ksf Load No. 3
No. Elapsed Dial
Time Reading
1 0.00 0.01210
2 0.10 0.01340
3 0.25 0.01350
4 0.50 0.01360
5 1.00 0.01370
6 2.00 0.01390
7 4.00 0.01400
8 8.00 0.01420
9 15.00 0.01440
10 30.00 0.01480
No. Elapsed Dial
Time Reading
11 60.00 0.01530
12 120.00 0.01570
13 240.00 0.01620
14 480.00 0.01700
15 1440.00 0.01790
Void Ratio = 0.844 Compression = 1.8 %
D0 = 0.01304 D90 = 0.01517 D100 = 0.01541
Cv at 98.1 min. = 0.02 ft.2/day
TEST READINGSPressure: 1.67 ksf Load No. 4
No. Elapsed Dial
Time Reading
1 0.00 0.01790
2 0.10 0.01960
3 0.25 0.01980
4 0.50 0.01990
5 1.00 0.02010
6 2.00 0.02030
7 4.00 0.02050
8 8.00 0.02090
9 15.00 0.02120
10 30.00 0.02170
No. Elapsed Dial
Time Reading
11 60.00 0.02220
12 120.00 0.02290
13 345.00 0.02390
14 1490.00 0.02590
15 2863.00 0.02670
Void Ratio = 0.830 Compression = 2.5 %
D0 = 0.01784 D90 = 0.01997 D100 = 0.02020
Cv at 30.8 min. = 0.07 ft.2/day
TEST READINGSPressure: 3.26 ksf Load No. 5
No. Elapsed Dial
Time Reading
1 0.00 0.02670
2 0.10 0.02850
3 0.25 0.02930
4 0.50 0.02980
5 1.00 0.03000
6 2.00 0.03030
7 4.00 0.03060
8 8.00 0.03100
9 15.00 0.03140
10 30.00 0.03200
No. Elapsed Dial
Time Reading
11 60.00 0.03260
12 120.00 0.03350
13 240.00 0.03450
14 480.00 0.03580
15 1440.00 0.03760
16 2880.00 0.03870
Void Ratio = 0.808 Compression = 3.7 %
D0 = 0.02706 D90 = 0.02917 D100 = 0.02941
Cv at 15.4 min. = 0.13 ft.2/day
S & ME, Inc.
68
TEST READINGSPressure: 6.45 ksf Load No. 6
No. Elapsed Dial
Time Reading
1 0.00 0.03870
2 0.10 0.04210
3 0.25 0.04240
4 0.50 0.04260
5 1.00 0.04280
6 2.00 0.04310
7 4.00 0.04350
8 8.00 0.04390
9 15.00 0.04430
10 30.00 0.04500
No. Elapsed Dial
Time Reading
11 60.00 0.04570
12 120.00 0.04660
13 240.00 0.04780
14 480.00 0.04920
15 1440.00 0.05150
16 2880.00 0.05320
17 4586.00 0.05420
18 6125.00 0.05490
19 7366.00 0.05540
20 8640.00 0.05580
Void Ratio = 0.777 Compression = 5.3 %
D0 = 0.03931 D90 = 0.04251 D100 = 0.04287
Cv at 46.3 min. = 0.04 ft.2/day
TEST READINGSPressure: 12.83 ksf Load No. 7
No. Elapsed Dial
Time Reading
1 0.00 0.05580
2 0.10 0.05930
3 0.25 0.05950
4 0.50 0.05970
5 1.00 0.06000
6 2.00 0.06030
7 4.00 0.06060
8 8.00 0.06100
9 15.00 0.06150
10 30.00 0.06210
No. Elapsed Dial
Time Reading
11 60.00 0.06280
12 120.00 0.06370
13 240.00 0.06480
14 480.00 0.06590
15 1440.00 0.06860
16 2685.00 0.07020
17 4320.00 0.07310
18 5569.00 0.07390
Void Ratio = 0.745 Compression = 7.0 %
D0 = 0.05553 D90 = 0.05820 D100 = 0.05850
Cv at 25.7 min. = 0.07 ft.2/day
TEST READINGSPressure: 38.50 ksf Load No. 8
No. Elapsed Dial
Time Reading
1 0.00 0.07390
2 0.10 0.08430
3 0.25 0.08490
4 0.50 0.08540
5 1.00 0.08600
6 2.00 0.08660
7 4.00 0.08730
8 8.00 0.08800
9 15.00 0.08880
10 30.00 0.08970
No. Elapsed Dial
Time Reading
11 60.00 0.09090
12 120.00 0.09230
13 240.00 0.09390
14 480.00 0.09580
15 1440.00 0.09930
16 2880.00 0.10160
Void Ratio = 0.696 Compression = 9.6 %
D0 = 0.07888 D90 = 0.08292 D100 = 0.08337
Cv at 10.6 min. = 0.17 ft.2/day
S & ME, Inc.
69
Title:
Checked By:
Project:
Remarks:Client:Project No.
Condition of Test:
Preparation Process:
AASHTOUSCSMATERIAL DESCRIPTION
%Method
Swell Press.D2435
FinalInit.FinalInit.FinalInit.FinalInit.Gr.CcPcVoid RatioSaturationMoistureOverburdenSp.PILL
CONSOLIDATION TEST REPORT ASTM D2435
0.750
0.800
0.850
0.900
0.950
1.000
1.050
1.100
1.150
1.200
1.250
Vo
i
d

R
a
t
i
o
.1 .2 .5 1 2 5 10 200.0
0.2
0.4
0.6
0.8
1.0
Cv
(f
t
.
2/d
a
y
)
Applied Pressure - ksf
Figure
S & ME, INC.
Louisville, TN
Location: 2W6-S(2), 13-13.5 ft
1
Project Manager
NRR, 3/19/14
1.4 inch diameter specimen per client's
request.
White Mesa Mill
MWH Americas, Inc.1439-13-335
0.02BInundated in seat load
Trimming not required
0.270.840.7921.200100.0 %84.4 %27.8 %35.5 %99.187.52.853268
MHELASTIC SILT (MH), gray
(ksf)
SwellCr
(ksf)(ksf)
Dry Dens. (pcf)
The client is responsible for interpreting
the test data as provided by S&ME, Inc.
70
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.70 ft.2/day
T90
D90
Location: 2W6-S(2), 13-13.5 ft
2
2.95 min.
0.01949
0.01838
0.00844
0.86 ksf
3
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.005
.008
.011
.014
.017
.020
.023
.026
.029
.032
.035
t90
FigureS & ME, Inc.
Cv @ T90
0.35 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W6-S(2), 13-13.5 ft
5.65 min.
0.04124
0.04049
0.03373
1.66 ksf
4
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.0312
.0337
.0362
.0387
.0412
.0437
.0462
.0487
.0512
.0537
.0562
t90
71
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.36 ft.2/day
T90
D90
Location: 2W6-S(2), 13-13.5 ft
3
5.10 min.
0.06874
0.06746
0.05589
3.25 ksf
5
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.051
.055
.059
.063
.067
.071
.075
.079
.083
.087
.091
t90
FigureS & ME, Inc.
Cv @ T90
0.33 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W6-S(2), 13-13.5 ft
5.26 min.
0.10352
0.10222
0.09051
6.44 ksf
6
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.086
.090
.094
.098
.102
.106
.110
.114
.118
.122
.126
t90
72
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.08 ft.2/day
T90
D90
Location: 2W6-S(2), 13-13.5 ft
4
18.72 min.
0.14464
0.14316
0.12984
12.80 ksf
7
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.124
.129
.134
.139
.144
.149
.154
.159
.164
.169
.174
t90
FigureS & ME, Inc.
Cv @ T90
0.25 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W6-S(2), 13-13.5 ft
5.73 min.
0.17794
0.17696
0.16808
25.24 ksf
8
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.163
.168
.173
.178
.183
.188
.193
.198
.203
.208
.213
t90
73
CONSOLIDATION TEST DATA
Client: MWH Americas, Inc.
Project: White Mesa Mill
Project Number: 1439-13-335
Sample Data
Source:
Sample No.: 10017
Depth: 13.0 - 13.5 ft Sample Length(in./cm.):
Location: 2W6-S(2), 13-13.5 ft
Description: ELASTIC SILT (MH), gray
Sample Date: 10/18/13 Liquid Limit: 68 Plasticity Index: 32
USCS: MH AASHTO:
Preparation Process: Trimming not required
Condition of Test: Inundated in seat load
Test Method: B Final Density: 99.1 Figure No.: 1
Testing Remarks: 1.4 inch diameter specimen per client's request.
Tested By: DB & MDK Test Date: 1/28/14-2/12/14
Checked By: NRR, 3/19/14 Title: Project Manager
Test Specimen Data
TOTAL SAMPLE BEFORE TEST AFTER TEST
Wet w+t = 35.19 g.Consolidometer # = 3 Wet w+t = 58.52 g.
Dry w+t = 31.34 g.Dry w+t = 49.39 g.
Tare Wt. = 20.51 g.Spec. Gravity = 2.85 Tare Wt. = 16.56 g.
Height = 1.00 in.Height = 1.00 in.
Diameter = 1.40 in.Diameter = 1.40 in.
Weight = 48.15 g.Defl. Table = 143913335, #20983
Moisture = 35.5 %Ht. Solids = 0.4566 in.Moisture = 27.8 %
Wet Den. = 118.6 pcf Dry Wt. = 35.52 g. Dry Wt. = 32.83 g.*
Dry Den. = 87.5 pcf Void Ratio = 1.200 Void Ratio = 0.792
Saturation = 84.4 %
* Final dry weight used in calculations
End-of-Load Summary
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv
(ft.2/day)
C Void
Ratio
% Compression
/Swell
start 0.00000 1.200
0.23 0.00090 0.00010 1.199 0.1 Comprs.
0.45 0.00550 0.00010 1.189 0.5 Comprs.
0.86 0.03150 0.00010 0.70 1.132 3.1 Comprs.
1.66 0.05270 0.00040 0.35 1.086 5.2 Comprs.
3.25 0.08590 0.00100 0.36 1.014 8.4 Comprs.
6.44 0.12360 0.00140 0.33 0.933 12.2 Comprs.
12.80 0.16390 0.00210 0.08 0.846 16.1 Comprs.
25.24 0.20490 0.00330 0.25 0.759 20.1 Comprs.
6.44 0.20160 0.00250 0.764 19.8 Comprs.
S & ME, Inc.
The client is responsible for interpreting the test data
as provided by S&ME, Inc.
74
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv(ft.2/day)
C Void
Ratio
% Compression
/Swell
1.66 0.19500 0.00170 0.777 19.2 Comprs.
0.45 0.18740 0.00090 0.792 18.6 Comprs.
Cc = 0.27 Pc = 0.84 ksf Cr = 0.02
TEST READINGSPressure: 0.23 ksf Load No. 1
No. Elapsed Dial
Time Reading
1 0.00 0.00000
2 0.10 0.00010
3 0.25 0.00010
4 0.50 0.00010
5 1.00 0.00010
6 2.00 0.00010
7 4.00 0.00020
8 8.00 0.00020
9 15.00 0.00030
10 30.00 0.00030
No. Elapsed Dial
Time Reading
11 60.00 0.00040
12 120.00 0.00050
13 240.00 0.00060
14 480.00 0.00080
15 1400.00 0.00090
Void Ratio = 1.199 Compression = 0.1 %
TEST READINGSPressure: 0.45 ksf Load No. 2
No. Elapsed Dial
Time Reading
1 0.00 0.00090
2 0.10 0.00150
3 0.25 0.00170
4 0.50 0.00190
5 1.00 0.00210
6 2.00 0.00230
7 4.00 0.00250
8 8.00 0.00270
9 15.00 0.00300
10 30.00 0.00330
No. Elapsed Dial
Time Reading
11 60.00 0.00370
12 120.00 0.00400
13 240.00 0.00450
14 480.00 0.00500
15 1440.00 0.00550
Void Ratio = 1.189 Compression = 0.5 %
S & ME, Inc.
75
TEST READINGSPressure: 0.86 ksf Load No. 3
No. Elapsed Dial
Time Reading
1 0.00 0.00550
2 0.10 0.01030
3 0.25 0.01190
4 0.50 0.01350
5 1.00 0.01560
6 2.00 0.01760
7 4.00 0.01930
8 8.00 0.02060
9 15.00 0.02180
10 30.00 0.02430
No. Elapsed Dial
Time Reading
11 60.00 0.02440
12 120.00 0.02570
13 240.00 0.02690
14 480.00 0.02890
15 1440.00 0.02970
16 2936.00 0.03150
Void Ratio = 1.132 Compression = 3.1 %
D0 = 0.00844 D90 = 0.01838 D100 = 0.01949
Cv at 3.0 min. = 0.70 ft.2/day
TEST READINGSPressure: 1.66 ksf Load No. 4
No. Elapsed Dial
Time Reading
1 0.00 0.03150
2 0.10 0.03470
3 0.25 0.03570
4 0.50 0.03670
5 1.00 0.03780
6 2.00 0.03900
7 4.00 0.04030
8 8.00 0.04160
9 15.00 0.04280
10 30.00 0.04430
No. Elapsed Dial
Time Reading
11 60.00 0.04580
12 120.00 0.04740
13 240.00 0.04900
14 480.00 0.05040
15 1411.00 0.05270
Void Ratio = 1.086 Compression = 5.2 %
D0 = 0.03373 D90 = 0.04049 D100 = 0.04124
Cv at 5.6 min. = 0.35 ft.2/day
TEST READINGSPressure: 3.25 ksf Load No. 5
No. Elapsed Dial
Time Reading
1 0.00 0.05270
2 0.10 0.05780
3 0.25 0.05960
4 0.50 0.06140
5 1.00 0.06400
6 2.00 0.06570
7 4.00 0.06780
8 8.00 0.06990
9 15.00 0.07190
10 30.00 0.07400
No. Elapsed Dial
Time Reading
11 60.00 0.07640
12 120.00 0.07860
13 211.00 0.08030
14 480.00 0.08280
15 1380.00 0.08590
Void Ratio = 1.014 Compression = 8.4 %
D0 = 0.05589 D90 = 0.06746 D100 = 0.06874
Cv at 5.1 min. = 0.36 ft.2/day
S & ME, Inc.
76
TEST READINGSPressure: 6.44 ksf Load No. 6
No. Elapsed Dial
Time Reading
1 0.00 0.08590
2 0.10 0.09270
3 0.25 0.09470
4 0.50 0.09660
5 1.00 0.09880
6 2.00 0.10070
7 4.00 0.10280
8 8.00 0.10510
9 15.00 0.10740
10 30.00 0.11000
No. Elapsed Dial
Time Reading
11 60.00 0.11280
12 120.00 0.11550
13 240.00 0.11830
14 480.00 0.12070
15 1360.00 0.12360
Void Ratio = 0.933 Compression = 12.2 %
D0 = 0.09051 D90 = 0.10222 D100 = 0.10352
Cv at 5.3 min. = 0.33 ft.2/day
TEST READINGSPressure: 12.80 ksf Load No. 7
No. Elapsed Dial
Time Reading
1 0.00 0.12360
2 0.10 0.13130
3 0.25 0.13310
4 0.50 0.13460
5 1.00 0.13640
6 2.00 0.13820
7 4.00 0.14010
8 8.00 0.14210
9 15.00 0.14450
10 30.00 0.14720
No. Elapsed Dial
Time Reading
11 60.00 0.15030
12 120.00 0.15360
13 240.00 0.15660
14 549.00 0.16050
15 1440.00 0.16390
Void Ratio = 0.846 Compression = 16.1 %
D0 = 0.12984 D90 = 0.14316 D100 = 0.14464
Cv at 18.7 min. = 0.08 ft.2/day
TEST READINGSPressure: 25.24 ksf Load No. 8
No. Elapsed Dial
Time Reading
1 0.00 0.16390
2 0.10 0.17200
3 0.25 0.17350
4 0.50 0.17480
5 1.00 0.17620
6 2.00 0.17770
7 4.00 0.17940
8 8.00 0.18120
9 15.00 0.18330
10 30.00 0.18600
No. Elapsed Dial
Time Reading
11 60.00 0.18930
12 120.00 0.19260
13 240.00 0.19630
14 480.00 0.20030
15 1440.00 0.20490
Void Ratio = 0.759 Compression = 20.1 %
D0 = 0.16808 D90 = 0.17696 D100 = 0.17794
Cv at 5.7 min. = 0.25 ft.2/day
S & ME, Inc.
77
TEST READINGSPressure: 6.44 ksf Load No. 9
No. Elapsed Dial
Time Reading
1 0.00 0.20490
2 0.50 0.20210
3 1.00 0.20210
4 2.00 0.20200
5 60.00 0.20160
6 240.00 0.20160
Void Ratio = 0.764 Compression = 19.8 %
TEST READINGSPressure: 1.66 ksf Load No. 10
No. Elapsed Dial
Time Reading
1 0.00 0.20160
2 0.50 0.19800
3 1.00 0.19770
4 2.00 0.19730
5 168.00 0.19560
6 2520.00 0.19500
Void Ratio = 0.777 Compression = 19.2 %
TEST READINGSPressure: 0.45 ksf Load No. 11
No. Elapsed Dial
Time Reading
1 0.00 0.19500
2 0.10 0.19370
3 0.25 0.19340
4 0.50 0.19310
5 1.00 0.19280
6 2.00 0.19240
7 4.00 0.19190
8 8.00 0.19150
9 17.16 0.19090
10 30.00 0.19040
No. Elapsed Dial
Time Reading
11 60.00 0.18980
12 120.00 0.18920
13 240.00 0.18860
14 480.00 0.18810
15 1440.00 0.18740
Void Ratio = 0.792 Compression = 18.6 %
S & ME, Inc.
78
Title:
Checked By:
Project:
Remarks:Client:Project No.
Condition of Test:
Preparation Process:
AASHTOUSCSMATERIAL DESCRIPTION
%Method
Swell Press.D2435
FinalInit.FinalInit.FinalInit.FinalInit.Gr.CcPcVoid RatioSaturationMoistureOverburdenSp.PILL
CONSOLIDATION TEST REPORT ASTM D2435
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.2
Vo
i
d

R
a
t
i
o
.1 .2 .5 1 2 5 10 20.058
.133
.208
.283
.358
.433
Cv
(f
t
.
2/d
a
y
)
Applied Pressure - ksf
Figure
S & ME, INC.
Louisville, TN
Location: 2W6-S(3), 15-15.5 ft
1
Project Manager
NRR, 4/2/14
1.4 inch diameter specimen per client's
request.
White Mesa Mill
MWH Americas, Inc.1439-13-335
0.06BInundated in seat load
Trimming not required
0.610.931.4222.076100.0 %95.5 %53.4 %71.6 %70.559.32.772454
Sandy MHSANDY ELASTIC SILT (MH), gray, fine sand
(ksf)
SwellCr
(ksf)(ksf)
Dry Dens. (pcf)
The client is responsible for interpreting
the test data as provided by S&ME, Inc.
79
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.35 ft.2/day
T90
D90
Location: 2W6-S(3), 15-15.5 ft
2
5.61 min.
0.04971
0.04645
0.01710
1.67 ksf
4
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.0096
.0171
.0246
.0321
.0396
.0471
.0546
.0621
.0696
.0771
.0846
t90
FigureS & ME, Inc.
Cv @ T90
0.16 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W6-S(3), 15-15.5 ft
11.27 min.
0.10142
0.09877
0.07500
3.26 ksf
5
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.0675
.0750
.0825
.0900
.0975
.1050
.1125
.1200
.1275
.1350
.1425
t90
80
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.14 ft.2/day
T90
D90
Location: 2W6-S(3), 15-15.5 ft
3
11.04 min.
0.15439
0.15128
0.12330
6.45 ksf
6
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.1157
.1232
.1307
.1382
.1457
.1532
.1607
.1682
.1757
.1832
.1907
t90
FigureS & ME, Inc.
Cv @ T90
0.13 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 2W6-S(3), 15-15.5 ft
10.12 min.
0.21270
0.20952
0.18090
12.83 ksf
7
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.17
.18
.19
.20
.21
.22
.23
.24
.25
.26
.27
t90
81
CONSOLIDATION TEST DATA
Client: MWH Americas, Inc.
Project: White Mesa Mill
Project Number: 1439-13-335
Sample Data
Source:
Sample No.: 10017
Depth: 15.0 - 15.5 ft Sample Length(in./cm.):
Location: 2W6-S(3), 15-15.5 ft
Description: SANDY ELASTIC SILT (MH), gray, fine sand
Sample Date: 10/18/13 Liquid Limit: 54 Plasticity Index: 24
USCS: Sandy MH AASHTO:
Preparation Process: Trimming not required
Condition of Test: Inundated in seat load
Test Method: B Final Density: 70.5 Figure No.: 1
Testing Remarks: 1.4 inch diameter specimen per client's request.
Tested By: DB & MDK Test Date: 2/10/14-2/21/14
Checked By: NRR, 4/2/14 Title: Project Manager
Test Specimen Data
TOTAL SAMPLE BEFORE TEST AFTER TEST
Wet w+t = 29.38 g.Consolidometer # = 4 Wet w+t = 54.99 g.
Dry w+t = 24.44 g.Dry w+t = 42.75 g.
Tare Wt. = 17.54 g.Spec. Gravity = 2.77 Tare Wt. = 19.82 g.
Height = 1.01 in.Height = 1.01 in.
Diameter = 1.40 in.Diameter = 1.40 in.
Weight = 41.52 g.Defl. Table = 143913335, #20984
Moisture = 71.6 %Ht. Solids = 0.3282 in.Moisture = 53.4 %
Wet Den. = 101.8 pcf Dry Wt. = 24.20 g. Dry Wt. = 22.93 g.*
Dry Den. = 59.3 pcf Void Ratio = 2.076 Void Ratio = 1.422
Saturation = 95.5 %
* Final dry weight used in calculations
End-of-Load Summary
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv
(ft.2/day)
C Void
Ratio
% Compression
/Swell
start 0.00000 2.076
0.19 0.00120 0.00000 2.072 0.1 Comprs.
0.44 0.00620 0.00010 2.057 0.6 Comprs.
0.88 0.01440 0.00030 2.033 1.4 Comprs.
1.67 0.07280 0.00060 0.35 1.856 7.2 Comprs.
3.26 0.12280 0.00120 0.16 1.705 12.0 Comprs.
6.45 0.18280 0.00330 0.14 1.529 17.8 Comprs.
12.83 0.24980 0.00520 0.13 1.330 24.2 Comprs.
6.45 0.24730 0.00540 1.339 24.0 Comprs.
1.67 0.23430 0.00420 1.374 22.8 Comprs.
S & ME, Inc.
The client is responsible for interpreting the test data as
provided by S&ME, Inc.
82
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv(ft.2/day)
C Void
Ratio
% Compression
/Swell
0.44 0.21830 0.00370 1.422 21.3 Comprs.
Cc = 0.61 Pc = 0.93 ksf Cr = 0.06
TEST READINGSPressure: 0.19 ksf Load No. 1
No. Elapsed Dial
Time Reading
1 0.00 0.00000
2 0.10 0.00020
3 0.25 0.00020
4 0.50 0.00030
5 1.00 0.00030
6 2.00 0.00040
7 4.00 0.00040
8 8.00 0.00050
9 15.00 0.00050
10 30.00 0.00060
No. Elapsed Dial
Time Reading
11 60.00 0.00070
12 120.00 0.00080
13 240.00 0.00100
14 480.00 0.00110
15 1410.00 0.00120
Void Ratio = 2.072 Compression = 0.1 %
TEST READINGSPressure: 0.44 ksf Load No. 2
No. Elapsed Dial
Time Reading
1 0.00 0.00120
2 0.10 0.00270
3 0.25 0.00350
4 0.50 0.00400
5 1.00 0.00440
6 2.00 0.00480
7 4.00 0.00520
8 8.00 0.00550
9 15.00 0.00570
10 30.00 0.00590
No. Elapsed Dial
Time Reading
11 60.00 0.00610
12 120.00 0.00620
Void Ratio = 2.057 Compression = 0.6 %
S & ME, Inc.
83
TEST READINGSPressure: 0.88 ksf Load No. 3
No. Elapsed Dial
Time Reading
1 0.00 0.00620
2 0.10 0.00870
3 0.25 0.00910
4 0.50 0.00960
5 1.00 0.01020
6 2.00 0.01080
7 4.00 0.01140
8 8.00 0.01180
9 15.00 0.01220
10 30.00 0.01250
No. Elapsed Dial
Time Reading
11 60.00 0.01280
12 120.00 0.01320
13 240.00 0.01360
14 480.00 0.01390
15 1380.00 0.01440
Void Ratio = 2.033 Compression = 1.4 %
TEST READINGSPressure: 1.67 ksf Load No. 4
No. Elapsed Dial
Time Reading
1 0.00 0.01440
2 0.10 0.02200
3 0.25 0.02250
4 0.50 0.02870
5 1.00 0.03380
6 2.00 0.03920
7 4.00 0.04460
8 8.00 0.05010
9 15.00 0.05470
10 30.00 0.05840
No. Elapsed Dial
Time Reading
11 60.00 0.06160
12 120.00 0.06410
13 240.00 0.06650
14 480.00 0.06890
15 1440.00 0.07280
Void Ratio = 1.856 Compression = 7.2 %
D0 = 0.01710 D90 = 0.04645 D100 = 0.04971
Cv at 5.6 min. = 0.35 ft.2/day
TEST READINGSPressure: 3.26 ksf Load No. 5
No. Elapsed Dial
Time Reading
1 0.00 0.07280
2 0.10 0.07800
3 0.25 0.07970
4 0.50 0.08190
5 1.00 0.08500
6 2.00 0.08870
7 4.00 0.09350
8 8.00 0.09800
9 15.00 0.10190
10 30.00 0.10570
No. Elapsed Dial
Time Reading
11 60.00 0.10900
12 120.00 0.11230
13 240.00 0.11560
14 480.00 0.11890
15 1380.00 0.12280
Void Ratio = 1.705 Compression = 12.0 %
D0 = 0.07500 D90 = 0.09877 D100 = 0.10142
Cv at 11.3 min. = 0.16 ft.2/day
S & ME, Inc.
84
TEST READINGSPressure: 6.45 ksf Load No. 6
No. Elapsed Dial
Time Reading
1 0.00 0.12280
2 0.10 0.12850
3 0.25 0.13090
4 0.50 0.13340
5 1.00 0.13700
6 2.00 0.14180
7 4.00 0.14700
8 8.00 0.15250
9 15.00 0.15690
10 30.00 0.16180
No. Elapsed Dial
Time Reading
11 60.00 0.16550
12 120.00 0.16940
13 240.00 0.17340
14 480.00 0.17690
15 1592.00 0.18280
Void Ratio = 1.529 Compression = 17.8 %
D0 = 0.12330 D90 = 0.15128 D100 = 0.15439
Cv at 11.0 min. = 0.14 ft.2/day
TEST READINGSPressure: 12.83 ksf Load No. 7
No. Elapsed Dial
Time Reading
1 0.00 0.18280
2 0.10 0.18800
3 0.25 0.18950
4 0.50 0.19400
5 1.00 0.19770
6 2.00 0.20290
7 4.00 0.20800
8 8.00 0.21330
9 15.00 0.21750
10 30.00 0.22230
No. Elapsed Dial
Time Reading
11 60.00 0.22460
12 120.00 0.22580
13 240.00 0.23430
14 360.00 0.23700
15 1440.00 0.24620
16 2753.00 0.24980
Void Ratio = 1.330 Compression = 24.2 %
D0 = 0.18090 D90 = 0.20952 D100 = 0.21270
Cv at 10.1 min. = 0.13 ft.2/day
TEST READINGSPressure: 6.45 ksf Load No. 8
No. Elapsed Dial
Time Reading
1 0.00 0.24980
2 0.10 0.24860
3 0.25 0.24840
4 0.50 0.24820
5 1.00 0.24810
6 2.00 0.24790
7 4.00 0.24780
8 8.00 0.24770
9 15.00 0.24760
10 30.00 0.24760
No. Elapsed Dial
Time Reading
11 60.00 0.24750
12 120.00 0.24740
13 1440.00 0.24730
Void Ratio = 1.339 Compression = 24.0 %
S & ME, Inc.
85
TEST READINGSPressure: 1.67 ksf Load No. 9
No. Elapsed Dial
Time Reading
1 0.00 0.24730
2 0.10 0.24450
3 0.25 0.24370
4 0.50 0.24290
5 1.00 0.24180
6 2.00 0.24070
7 4.00 0.23950
8 8.00 0.23850
9 60.00 0.23640
10 120.00 0.23590
No. Elapsed Dial
Time Reading
11 240.00 0.23540
12 1226.00 0.23430
Void Ratio = 1.374 Compression = 22.8 %
TEST READINGSPressure: 0.44 ksf Load No. 10
No. Elapsed Dial
Time Reading
1 0.00 0.23430
2 0.10 0.23320
3 0.25 0.23260
4 0.50 0.23210
5 1.00 0.23130
6 2.00 0.23040
7 4.00 0.22920
8 8.00 0.22770
9 15.00 0.22640
10 30.00 0.22500
No. Elapsed Dial
Time Reading
11 60.00 0.22360
12 120.00 0.22230
13 240.00 0.22110
14 480.00 0.21980
15 1440.00 0.21830
Void Ratio = 1.422 Compression = 21.3 %
S & ME, Inc.
86
Title:
Checked By:
Project:
Remarks:Client:Project No.
Condition of Test:
Preparation Process:
AASHTOUSCSMATERIAL DESCRIPTION
%Method
Swell Press.D2435
FinalInit.FinalInit.FinalInit.FinalInit.Gr.CcPcVoid RatioSaturationMoistureOverburdenSp.PILL
CONSOLIDATION TEST REPORT ASTM D2435
1.020
1.080
1.140
1.200
1.260
1.320
1.380
1.440
1.500
1.560
1.620
Vo
i
d

R
a
t
i
o
.1 .2 .5 1 2 5 10 20.000
.025
.050
.075
.100
.125
Cv
(f
t
.
2/d
a
y
)
Applied Pressure - ksf
Figure
S & ME, INC.
Louisville, TN
Location: 3-6N, 6-6.5 ft
1
Project Manager
NRR, 4/2/14
1.4 inch diameter specimen per client's
request.
White Mesa Mill
MWH Americas, Inc.1439-13-335
0.02BInundated in seat load
Trimming not required
0.280.531.0861.55695.0 %75.4 %36.1 %41.0 %86.379.62.861537
Sandy CLSANDY LEAN CLAY (CL), gray, fine sand
(ksf)
SwellCr
(ksf)(ksf)
Dry Dens. (pcf)
The client is responsible for interpreting
the test data as provided by S&ME, Inc.
87
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.10 ft.2/day
T90
D90
Location: 3-6N, 6-6.5 ft
2
20.49 min.
0.02774
0.02683
0.01872
0.86 ksf
3
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.015
.018
.021
.024
.027
.030
.033
.036
.039
.042
.045
t90
FigureS & ME, Inc.
Cv @ T90
0.01 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 3-6N, 6-6.5 ft
174.55 min.
0.05837
0.05699
0.04461
1.66 ksf
4
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.040
.044
.048
.052
.056
.060
.064
.068
.072
.076
.080
t90
88
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.10 ft.2/day
T90
D90
Location: 3-6N, 6-6.5 ft
3
18.76 min.
0.07901
0.07836
0.07249
3.25 ksf
5
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0
.068
.072
.076
.080
.084
.088
.092
.096
.100
.104
.108
t90
FigureS & ME, Inc.
Cv @ T90
0.01 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 3-6N, 6-6.5 ft
126.32 min.
0.11680
0.11532
0.10203
6.44 ksf
6
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.098
.102
.106
.110
.114
.118
.122
.126
.130
.134
.138
t90
89
=
=D100
=
=D0
Load=
Load No.=
Project:
Project No.:
Dial Reading vs. Time
Cv @ T90
0.02 ft.2/day
T90
D90
Location: 3-6N, 6-6.5 ft
4
64.99 min.
0.14641
0.14515
0.13382
12.80 ksf
7
White Mesa Mill
1439-13-335
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.129
.133
.137
.141
.145
.149
.153
.157
.161
.165
.169
t90
FigureS & ME, Inc.
Cv @ T90
0.01 ft.2/day
=T90
=D100
=D90
=D0
Load=
Load No.=
Location: 3-6N, 6-6.5 ft
127.33 min.
0.18574
0.18411
0.16942
25.24 ksf
8
Square Root of Elapsed Time (min.)
Di
a
l

R
e
a
d
i
n
g

(
i
n
.
)
0 5 10 15 20 25 30 35 40 45 50
.165
.169
.173
.177
.181
.185
.189
.193
.197
.201
.205
t90
90
CONSOLIDATION TEST DATA
Client: MWH Americas, Inc.
Project: White Mesa Mill
Project Number: 1439-13-335
Sample Data
Source:
Sample No.: 10017
Depth: 6.0 - 6.5 ft Sample Length(in./cm.):
Location: 3-6N, 6-6.5 ft
Description: SANDY LEAN CLAY (CL), gray, fine sand
Sample Date: 10/22/13 Liquid Limit: 37 Plasticity Index: 15
USCS: Sandy CL AASHTO:
Preparation Process: Trimming not required
Condition of Test: Inundated in seat load
Test Method: B Final Density: 86.3 Figure No.: 1
Testing Remarks: 1.4 inch diameter specimen per client's request.
Tested By: DB & MDK Test Date: 2/13/14-3/4/14
Checked By: NRR, 4/2/14 Title: Project Manager
Test Specimen Data
TOTAL SAMPLE BEFORE TEST AFTER TEST
Wet w+t = 45.90 g.Consolidometer # = 3 Wet w+t = 55.00 g.
Dry w+t = 37.95 g.Dry w+t = 44.81 g.
Tare Wt. = 18.57 g.Spec. Gravity = 2.86 Tare Wt. = 16.57 g.
Height = 1.00 in.Height = 1.00 in.
Diameter = 1.40 in.Diameter = 1.40 in.
Weight = 45.36 g.Defl. Table = 143913335, #20983
Moisture = 41.0 %Ht. Solids = 0.3914 in.Moisture = 36.1 %
Wet Den. = 112.2 pcf Dry Wt. = 32.17 g. Dry Wt. = 28.24 g.*
Dry Den. = 79.6 pcf Void Ratio = 1.556 Void Ratio = 1.086
Saturation = 75.4 %
* Final dry weight used in calculations
End-of-Load Summary
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv
(ft.2/day)
C Void
Ratio
% Compression
/Swell
start 0.00080 1.556
0.23 0.00390 0.00010 1.548 0.3 Comprs.
0.45 0.01230 0.00010 1.527 1.1 Comprs.
0.86 0.04150 0.00010 0.10 1.452 4.1 Comprs.
1.66 0.07010 0.00040 0.01 1.380 6.9 Comprs.
3.25 0.09970 0.00100 0.10 1.306 9.8 Comprs.
6.44 0.13060 0.00140 0.01 1.228 12.8 Comprs.
12.80 0.16670 0.00210 0.02 1.138 16.4 Comprs.
25.24 0.20360 0.00330 0.01 1.046 19.9 Comprs.
6.44 0.20020 0.00250 1.053 19.7 Comprs.
S & ME, Inc.
91
Pressure
(ksf)
Final
Dial (in.)
Machine
Defl. (in.)
Cv(ft.2/day)
C Void
Ratio
% Compression
/Swell
1.66 0.19440 0.00170 1.066 19.2 Comprs.
0.45 0.18560 0.00090 1.086 18.4 Comprs.
Cc = 0.28 Pc = 0.53 ksf Cr = 0.02
TEST READINGSPressure: 0.23 ksf Load No. 1
No. Elapsed Dial
Time Reading
1 0.00 0.00080
2 0.10 0.00040
3 0.25 0.00040
4 0.50 0.00040
5 1.00 0.00050
6 2.00 0.00050
7 4.00 0.00050
8 8.00 0.00060
9 15.00 0.00060
10 30.00 0.00070
No. Elapsed Dial
Time Reading
11 60.00 0.00090
12 120.00 0.00110
13 240.00 0.00130
14 480.00 0.00180
15 1759.00 0.00280
16 4397.00 0.00390
Void Ratio = 1.548 Compression = 0.3 %
TEST READINGSPressure: 0.45 ksf Load No. 2
No. Elapsed Dial
Time Reading
1 0.00 0.00390
2 0.10 0.00460
3 0.25 0.00460
4 0.50 0.00480
5 1.00 0.00490
6 2.00 0.00510
7 4.00 0.00530
8 8.00 0.00550
9 15.00 0.00580
10 30.00 0.00610
No. Elapsed Dial
Time Reading
11 60.00 0.00650
12 120.00 0.00700
13 240.00 0.00770
14 480.00 0.00810
15 1320.00 0.01030
16 1440.00 0.01050
17 2820.00 0.01230
Void Ratio = 1.527 Compression = 1.1 %
S & ME, Inc.
92
TEST READINGSPressure: 0.86 ksf Load No. 3
No. Elapsed Dial
Time Reading
1 0.00 0.01230
2 0.10 0.01870
3 0.25 0.01950
4 0.50 0.02040
5 1.00 0.02120
6 2.00 0.02230
7 4.00 0.02350
8 8.00 0.02480
9 15.00 0.02620
10 30.00 0.02800
No. Elapsed Dial
Time Reading
11 60.00 0.03010
12 120.00 0.03240
13 240.00 0.03500
14 480.00 0.03790
15 1440.00 0.04150
Void Ratio = 1.452 Compression = 4.1 %
D0 = 0.01872 D90 = 0.02683 D100 = 0.02774
Cv at 20.5 min. = 0.10 ft.2/day
TEST READINGSPressure: 1.66 ksf Load No. 4
No. Elapsed Dial
Time Reading
1 0.00 0.04150
2 0.10 0.04460
3 0.25 0.04500
4 0.50 0.04540
5 1.00 0.04600
6 2.00 0.04670
7 4.00 0.04760
8 8.00 0.04870
9 15.00 0.04980
10 30.00 0.05140
No. Elapsed Dial
Time Reading
11 60.00 0.05360
12 120.00 0.05600
13 240.00 0.05880
14 480.00 0.06170
15 1350.00 0.06650
16 1440.00 0.06670
17 3346.00 0.07010
Void Ratio = 1.380 Compression = 6.9 %
D0 = 0.04461 D90 = 0.05699 D100 = 0.05837
Cv at 174.5 min. = 0.01 ft.2/day
TEST READINGSPressure: 3.25 ksf Load No. 5
No. Elapsed Dial
Time Reading
1 0.00 0.07010
2 0.10 0.07380
3 0.25 0.07430
4 0.50 0.07470
5 1.00 0.07510
6 2.00 0.07570
7 4.00 0.07670
8 8.00 0.07780
9 15.00 0.07890
10 30.00 0.08050
No. Elapsed Dial
Time Reading
11 60.00 0.08270
12 120.00 0.08530
13 371.00 0.08940
14 2569.00 0.09970
Void Ratio = 1.306 Compression = 9.8 %
D0 = 0.07249 D90 = 0.07836 D100 = 0.07901
Cv at 18.8 min. = 0.10 ft.2/day
S & ME, Inc.
93
TEST READINGSPressure: 6.44 ksf Load No. 6
No. Elapsed Dial
Time Reading
1 0.00 0.09970
2 0.10 0.10350
3 0.25 0.10390
4 0.50 0.10430
5 1.00 0.10480
6 2.00 0.10540
7 4.00 0.10630
8 8.00 0.10780
9 15.00 0.10900
10 30.00 0.11090
No. Elapsed Dial
Time Reading
11 60.00 0.11360
12 120.00 0.11650
13 240.00 0.12000
14 480.00 0.12460
15 1320.00 0.13000
16 1440.00 0.13060
Void Ratio = 1.228 Compression = 12.8 %
D0 = 0.10203 D90 = 0.11532 D100 = 0.11680
Cv at 126.3 min. = 0.01 ft.2/day
TEST READINGSPressure: 12.80 ksf Load No. 7
No. Elapsed Dial
Time Reading
1 0.00 0.13060
2 0.10 0.13610
3 0.25 0.13660
4 0.50 0.13700
5 1.00 0.13760
6 2.00 0.13840
7 4.00 0.13940
8 8.00 0.14080
9 15.00 0.14220
10 30.00 0.14450
No. Elapsed Dial
Time Reading
11 60.00 0.14690
12 120.00 0.15050
13 240.00 0.15480
14 480.00 0.15980
15 1200.00 0.16590
16 1400.00 0.16670
Void Ratio = 1.138 Compression = 16.4 %
D0 = 0.13382 D90 = 0.14515 D100 = 0.14641
Cv at 65.0 min. = 0.02 ft.2/day
TEST READINGSPressure: 25.24 ksf Load No. 8
No. Elapsed Dial
Time Reading
1 0.00 0.16670
2 0.10 0.17270
3 0.25 0.17310
4 0.50 0.17370
5 1.00 0.17430
6 2.00 0.17500
7 4.00 0.17600
8 8.00 0.17730
9 15.00 0.17890
10 30.00 0.18110
No. Elapsed Dial
Time Reading
11 60.00 0.18380
12 120.00 0.18710
13 240.00 0.19130
14 420.00 0.19550
15 1200.00 0.20300
16 1380.00 0.20360
Void Ratio = 1.046 Compression = 19.9 %
D0 = 0.16942 D90 = 0.18411 D100 = 0.18574
Cv at 127.3 min. = 0.01 ft.2/day
S & ME, Inc.
94
TEST READINGSPressure: 6.44 ksf Load No. 9
No. Elapsed Dial
Time Reading
1 0.00 0.20360
2 0.10 0.20090
3 0.25 0.20080
4 0.50 0.20070
5 1.00 0.20070
6 2.00 0.20070
7 4.00 0.20060
8 8.00 0.20060
9 15.00 0.20050
10 30.00 0.20040
No. Elapsed Dial
Time Reading
11 60.00 0.20030
12 120.00 0.20020
13 240.00 0.20020
14 1275.00 0.20020
15 1380.00 0.20020
Void Ratio = 1.053 Compression = 19.7 %
TEST READINGSPressure: 1.66 ksf Load No. 10
No. Elapsed Dial
Time Reading
1 0.00 0.20020
2 0.10 0.19740
3 0.25 0.19720
4 0.50 0.19700
5 1.00 0.19690
6 2.00 0.19670
7 4.00 0.19650
8 8.00 0.19620
9 15.00 0.19600
10 30.00 0.19570
No. Elapsed Dial
Time Reading
11 60.00 0.19540
12 120.00 0.19520
13 240.00 0.19490
14 480.00 0.19470
15 1717.00 0.19440
Void Ratio = 1.066 Compression = 19.2 %
TEST READINGSPressure: 0.45 ksf Load No. 11
No. Elapsed Dial
Time Reading
1 0.00 0.19440
2 0.25 0.19200
3 0.50 0.19160
4 1.00 0.19140
5 2.00 0.19110
6 4.00 0.19070
7 8.00 0.19020
8 15.00 0.18970
9 30.00 0.18920
10 120.00 0.18800
No. Elapsed Dial
Time Reading
11 300.00 0.18730
12 2610.00 0.18560
Void Ratio = 1.086 Compression = 18.4 %
S & ME, Inc.
95
APPENDIX E
INTERPRETATION GRAPHS OF CPT AND LABORATORY DATA

APPENDIX E.1
TAILINGS CLASSIFICATION GRAPHS

1
10
100
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐1  Friction Ratio vs. Cone Resistance
Tailings Classification
Sand Tailings (0 ‐ 30% Passing No. 200 Sieve)
Sand‐Slime Tailings (30 ‐ 70% Passing No. 200 Sieve)
Slime Tailings (70 ‐ 100% Passing No. 200 Sieve)
Sand/Sand‐Slime Cutoff from Larson and Mitchell (1986)
Sand‐Slime/Slime Cutoff from Larson and Mitchell (1986)
Sand Tailings Sand‐Slime Tailings Slime Tailings
11%
41%67%13%
54%
41%
29%
20%
46%
83%
78%
69%
58%
34%
60%
43%49%
65%
55%97%
34%
43%
Cc =0.24
Cc =0.61
Cc =0.11
Cc =0.28
Cc =0.27
Notes:
1. Hollow markers indicate samples tested for consolidation.  
Compression index  (Cc) shown next to marker. 
2.  % Passing no. 200 sieve shown next to marker.
1
10
100
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐2  Friction Ratio vs. Cone Resistance 
Adjusted Tailings Classification
Sand Tailings (0 ‐ 30% Passing No. 200 Sieve)
Sand‐Slime Tailings (30 ‐ 60% Passing No. 200 Sieve)
Slime Tailings (60 ‐ 100% Passing No. 200 Sieve)
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
Notes:
1. Hollow markers indicate samples tested for consolidation.  
Compression index  (Cc) shown next to marker. 
2.  % Passing no. 200 sieve shown next to marker.
11%
41%67%13%
54%
41%
29%
20%
46%
83%
78%
69%
58%
34%
60%
43%49%
65%
55%97%
34%
43%
Cc =0.24
Cc =0.61
Cc =0.11
Cc =0.28
Cc =0.27
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐3  Cell 2 CPT Data
Friction Ratio vs. Cone Resistance
CPT‐2W2
CPT‐2W3 and CPT‐2W3A
CPT‐2W4‐C and CPT‐2W4‐CA
CPT‐2W5‐C
CPT‐2W6‐S
CPT‐2W6‐S(2)
CPT‐2W6‐S(3)
CPT‐2W7‐C
CPT‐2E1
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐4  Cell 3 CPT Data 
Friction Ratio vs. Cone Resistance
CPT‐3‐1S
CPT‐3‐2C
CPT‐3‐3S
CPT‐3‐4N
CPT‐3‐6N
CPT‐3‐8N
CPT‐3‐8S
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐5  Cell 2 CPT‐2W2 
Friction Ratio vs. Cone Resistance
CPT‐2W2
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐6  Cell 2 CPT‐2W3 and 2W3A 
Friction Ratio vs. Cone Resistance
CPT‐2W3 and CPT‐2W3A
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐7  Cell 2 CPT‐2W4‐C and CPT‐2W4‐CA 
Friction Ratio vs. Cone Resistance
CPT‐2W4‐C and CPT‐2W4‐CA
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐8  Cell 2 CPT‐2W5‐C 
Friction Ratio vs. Cone Resistance
CPT‐2W5‐C
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐9  Cell 2 CPT‐2W6‐S 
Friction Ratio vs. Cone Resistance
CPT‐2W6‐S
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐10  Cell 2 CPT‐2W6‐S(2) 
Friction Ratio vs. Cone Resistance
CPT‐2W6‐S(2)
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐11  Cell 2 CPT‐2W6‐S(3) 
Friction Ratio vs. Cone Resistance
CPT‐2W6‐S(3)
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐12  Cell 2 CPT‐2W7‐C 
Friction Ratio vs. Cone Resistance
CPT‐2W7‐C
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐13  Cell 2 CPT‐2E1 
Friction Ratio vs. Cone Resistance
CPT‐2E1
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐14  Cell 3 CPT‐3‐1S
Friction Ratio vs. Cone Resistance
CPT‐3‐1S
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐15  Cell 3 CPT‐3‐2C
Friction Ratio vs. Cone Resistance
CPT‐3‐2C
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐16  Cell 3 CPT‐3‐3S
Friction Ratio vs. Cone Resistance
CPT‐3‐3S
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐17  Cell 3 CPT‐3‐4N
Friction Ratio vs. Cone Resistance
CPT‐3‐4N
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐18  Cell 3 CPT‐3‐6N
Friction Ratio vs. Cone Resistance
CPT‐3‐6N
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐19  Cell 3 CPT‐3‐8N
Friction Ratio vs. Cone Resistance
CPT‐3‐8N
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
1.0
10.0
100.0
1,000.0
012345678910
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Friction Ratio, Rf (%)
Figure E.1‐20  Cell 3 CPT‐3‐8S
Friction Ratio vs. Cone Resistance
CPT‐3‐8S
Sand‐Slime/Slime Cutoff
Sand/Sand‐Slime Tailings Slime Tailings
APPENDIX E.2
PORE PRESSURE VS. ELEVATION GRAPHS

5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n

(f
t
)
Pore Pressure (ft)
Figure E.2‐1  
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2W2
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
Elevation of PPD Test
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐2
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2W3 and CPT‐2W3A
CPT‐2W3 Dynamic Pore Pressure
CPT‐2W3A Dynamic Pore Pressure
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Calculated from PPD Test at 3.1' Depth
Water Table Calculated from PPD Test at 3.9' Depth
Water Table Calculated from PPD Test at 4.4' Depth
Water Table Calculated from PPD Test at 18.5' Depth
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐3  
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2W4‐C and CPT‐2W4‐CA
CPT‐2W4‐C Dynamic Pore Pressure
CPT‐2W4‐CA Dynamic Pore Pressure
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test at 6.1' Depth
Water Table Elevation Calculated from PPD Test at 9.4' Depth
Water Table Calculated from PPD Test at 17.4'
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐4
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2W5‐C
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐5  
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2W6‐S
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test at 15.1' Depth
Water Table Elevation Calculated from PPD Test at 29.2' Depth
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20406080100120140160180200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐6  
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2W6‐S(2)
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐7
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2W6‐S(3)
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20406080100120140160180200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐8
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2W7‐C
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐9
Pore Pressure vs. Elevation from CPT Soundings
CPT‐2E1
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐10
Pore Pressure vs. Elevation from CPT Soundings
CPT‐3‐1S
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐11
Pore Pressure vs. Elevation from CPT Soundings
CPT‐3‐2C
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20406080100120140160180200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐12
Pore Pressure vs. Elevation from CPT Soundings
CPT‐3‐3S
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20406080100120140160180200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐13
Pore Pressure vs. Elevation from CPT Soundings
CPT‐3‐4N
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20406080100120140160180200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐14
Pore Pressure vs. Elevation from CPT Soundings
CPT‐3‐6N
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Tailings
Water Table Elevation Calculated from PPD Test at 8.9' Depth
Water Table Elevation Calculated from PPD Test at 18.5' Depth
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐15
Pore Pressure vs. Elevation from CPT Soundings
CPT‐3‐8N
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Calculated from PPD Test
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
5,580
5,585
5,590
5,595
5,600
5,605
5,610
5,615
5,620
0 20 40 60 80 100 120 140 160 180 200
El
e
v
a
t
i
o
n
 (f
t
)
Pore Pressure (ft)
Figure E.2‐16
Pore Pressure vs. Elevation from CPT Soundings
CPT‐3‐8S
Dynamic Pore Pressure from CPT Sounding
Hydrostatic Pore Pressure
Estimated Elevation of Top of Saturated Tailings
Water Table Elevation Calculated from PPD Test at 6.1'
Water Table Elevation Calculated from PPD Test at 15.3'
PPD Test Elevation
Note: The elevation of the hydrostatic pore pressure of zero was selected 
as the estimated elevation of the top of saturated tailings based on 
dynamic pore pressure readings and pore pressured dissipation tests.
APPENDIX E.3
DENSITY GRAPHS

0
5
10
15
20
25
30
0 20406080100120140160
De
p
t
h

(
f
t
)
Total Density (pcf)
Figure E.3‐1  Laboratory Measured Total Density vs. Depth
Total Density Range
Average Total Density
Total Density - Sand Tailings (0 - 30% passing
No. 200 sieve)
Total Density - Sand-Slime Tailings (30 - 60%
passing No. 200 sieve)
Total Density - Slime Tailings (60 -100% passingNo. 200 sieve)
0
5
10
15
20
25
30
0 20406080100120140160
De
p
t
h

(
f
t
)
Dry Density (pcf)
Figure E.3‐2  Laboratory Measured Dry Density vs. Depth
Dry Density Range
Average Dry Density
Dry Density - Sand Tailings (0 - 30% passing No. 200 sieve)
Dry Density - Sand-Slime Tailings (30 - 60% passing No. 200 sieve)
Dry Density - Slime Tailings (60 -100% passing No. 200 sieve)
0
5
10
15
20
25
30
50 60 70 80 90 100 110 120 130 140 150
De
p
t
h

(
f
t
)
Laboratory Measured Density (pcf)
Figure E.3‐3  CPT‐2W2
Laboratory Measured Density vs. Depth
Total Density Range
Dry Density Range
CPT‐2W2, Total Density
CPT‐2W2, Dry Density
0
5
10
15
20
25
30
50 60 70 80 90 100 110 120 130 140 150
De
p
t
h

(
f
t
)
Laboratory Measured Density (pcf)
Figure E.3‐4  CPT‐2W3
Laboratory Measured Density vs. Depth
Total Density Range
Dry Density Range
CPT‐2W3, Total Density
CPT‐2W3, Dry Density
0
5
10
15
20
25
30
50 60 70 80 90 100 110 120 130 140 150
De
p
t
h

(
f
t
)
Laboratory Measured Density (pcf)
Figure E.3‐5  CPT‐2W4‐C
Laboratory Measured Density vs. Depth
Total Density Range
Dry Density Range
CPT‐2W4‐C, Total Density
CPT‐2W4‐C, Dry Density
0
5
10
15
20
25
30
50 60 70 80 90 100 110 120 130 140 150
De
p
t
h

(
f
t
)
Laboratory Measured Density (pcf)
Figure E.3‐6  CPT‐2W6‐S(2)
Laboratory Measured Density vs. Depth
Total Density Range
Dry Density Range
CPT‐2W6‐S(2), Total Density
CPT‐2W6‐S(2), Dry Density
0
5
10
15
20
25
30
50 60 70 80 90 100 110 120 130 140 150
De
p
t
h

(
f
t
)
Laboratory Measured Density (pcf)
Figure E.3‐7  CPT‐2W6‐S(3)
Laboratory Measured Density vs. Depth
Total Density Range
Dry Density Range
CPT‐2W6‐S(3), Total Density
CPT‐2W6‐S(3), Dry Density
0
5
10
15
20
25
30
50 60 70 80 90 100 110 120 130 140 150
De
p
t
h

(
f
t
)
Laboratory Measured Density (pcf)
Figure E.3‐8  CPT‐2E1
Laboratory Measured Density vs. Depth
Total Density Range
Dry Density Range
CPT‐2E1, Total Density
CPT‐2E1, Dry Density
0
5
10
15
20
25
30
50 60 70 80 90 100 110 120 130 140 150
De
p
t
h

(
f
t
)
Laboratory Measured Density (pcf)
Figure E.3‐9  CPT‐3‐4N
Laboratory Measured Density vs. Depth
Total Density Range
Dry Density Range
CPT‐3‐4N, Total Density
CPT‐3‐4N, Dry Density
0
5
10
15
20
25
30
50 60 70 80 90 100 110 120 130 140 150
De
p
t
h

(
f
t
)
Laboratory Measured Density (pcf)
Figure E.3‐10  CPT‐3‐6N
Laboratory Measured Density vs. Depth
Total Density Range
Dry Density Range
CPT‐3‐6N, Total Density
CPT‐3‐6N, Dry Density
50
55
60
65
70
75
80
85
90
95
100
50 55 60 65 70 75 80 85 90 95 100
Dr
y
 De
n
s
i
t
y
 Es
t
i
m
a
t
e
d
 fr
o
m
 CP
T
 Da
t
a
 (p
c
f
)
Laboratory Measured Dry Density (pcf)
Figure E.3‐11  Laboratory Measured Dry Density vs. 
Dry Density Estimated from CPT Data ( using relationship from Robertson and Cabal, 2012)
Dry Density Sand Tailings (0 ‐ 30% Passing No. 200
Sieve)
Dry Density Sand‐Slime Tailings (30 ‐ 60% Passing No.
200 Sieve)
Dry Density Slime Tailings (60 ‐ 100% Passing No. 200
Sieve)
1:1 Ratio
50
55
60
65
70
75
80
85
90
95
100
50 55 60 65 70 75 80 85 90 95 100
Dr
y
 De
n
s
i
t
y
 Es
t
i
m
a
t
e
d
 fr
o
m
 CP
T
 Da
t
a
 (p
c
f
)
Laboratory Measured Dry Density (pcf)
Figure E.3‐12  Laboratory Measured Dry Density vs. Dry Density Estimated from CPT Data 
(based on CPT soil behavior type after Lunne et al., 1997)
Dry Density Sand Tailings (0 ‐ 30% Passing No. 200 Sieve)
Dry Density Sand‐Slime Tailings (30 ‐ 60% Passing No. 200 Sieve)
Dry Density Slime Tailings (60 ‐ 100% Passing No. 200 Sieve)
1:1 Ratio
0
5
10
15
20
25
30
35
40
45
50
50 55 60 65 70 75 80 85 90 95 100
Co
n
e
 Re
s
i
s
t
a
n
c
e
 (t
s
f
)
Laboratory Measured Dry Density (pcf)
Figure E.3‐13  Laboratory Measured Dry Density vs. Cone Resistance from CPT
Dry Density Sand Tailings (0 ‐ 30% Passing No. 200 Sieve)
Dry Density Sand‐Slime Tailings (30 ‐ 60% Passing No. 200 Sieve)
Dry Density Slime Tailings (60 ‐ 100% Passing No. 200 Sieve)
0
1
2
3
4
5
50 55 60 65 70 75 80 85 90 95 100
Fr
i
c
t
i
o
n
 Ra
t
i
o
 fr
o
m
 CP
T
 So
u
n
d
i
n
g
 (%
)
Laboratory Measured Dry Density (pcf)
Figure E.3‐14  Laboratory Measured Dry Density vs. Friction Ratio from CPT 
Sounding
Dry Density Sand Tailings (0 ‐ 30% Passing No. 200 Sieve)
Dry Density Sand‐Slime Tailings (30 ‐ 60% Passing No. 200 Sieve)
Dry Density Slime Tailings (60 ‐ 100% Passing No. 200 Sieve)
APPENDIX E.4
CONSOLIDATION PARAMETERS GRAPHS

0
10
20
30
40
50
60
70
80
0 102030405060708090100
Pl
a
s
t
i
c
i
t
y

I
n
d
e
x
Liquid Limit
Figure E.4-1 Summary of Atterberg Limits Test Results
Sand‐Slime (30 ‐ 60% Passing No. 200 Sieve)
Slime Tailings (60 ‐ 100% Passing No. 200 Sieve)
U-LINE
A-LINE
CH
MH
ML
CL
CL-ML Note:
Hollow markers indicate samples tested for consolidation.   
Compression index  (Cc) shown next to marker. 
Cc = 0.11
Cc = 0.61
Cc = 0.24
Cc = 0.27
Cc = 0.28
FIGURE E.4-2 Summary of Dry Density versus Water Content Test Results
50
60
70
80
90
100
110
120
10 20 30 40 50 60 70 80
Dr
y

D
e
n
s
i
t
y
,

p
c
f
Water Content, %
Sand Tailings (0 - 30% Passing No. 200 Sieve)
Sand-Slime (30 - 60% Passing No. 200 Sieve)
Slime Tailings (60 - 100% Passing No. 200 Sieve)
70% Saturation
ZERO-AIR-VOID CURVE FOR AVERAGEMEASURED SPECIFIC GRAVITY OF 2.8
Note:
Hollow markers indicate samples tested for consolidation.  Compression index (Cc) shown next to marker.
Cc = 0.24
Cc = 0.11
Cc = 0.28
Cc = 0.27
Cc = 0.61
50.0
55.0
60.0
65.0
70.0
75.0
80.0
85.0
90.0
95.0
100.00.5
1
1.5
2
2.5
0.1 1 10 100
In
i
t
i
a
l
 Dr
y
 De
n
s
i
t
y
 (p
c
f
)
Vo
i
d
 Ra
t
i
o
,
 e
Pressure (ksf)
Figure E.4-3 Summary of Consolidation Test Results
2W6‐S(3)@15‐15.5' (Cc = 0.61)
3‐6N@6‐6.5' (Cc = 0.28)
2W6‐S(2)@13‐13.5' (Cc = 0.27)
2W2@7.5‐8' (Cc = 0.24)
2W3@7‐8.5' (Cc = 0.11)
2W6‐S(3)@15‐15.5', initial dry density
3‐6N@6‐6.5', initial dry density
2W6‐S(2)@13 ‐ 13.5', initial dry density
2W2@7.5‐8', initial dry density
2W3@7‐8.5', initial dry density