HomeMy WebLinkAboutDRC-2023-066440 - 0901a0688121ea2a'6jf}t;ERGYFUELS
June 9, 2023
VIA E-MAIL AND EXPRESS DELIVERY
Mr. Doug Hansen
Director
Division of Waste Management and Radiation Control
Utah Department of Environmental Quality
195North 1950West
Salt Lake City, UT 84116
Dear Mr. Hansen:
Energy Fuels Resources (USA) Inc.
225 Union Blvd. Suite 600
Lakewood, CO, lJS, 80228
303 974 2140
www.energyfuels.com
Div of Waste Management
and Radiation Control
JUN f 5 2023
Re: State of Utah Ground Water Discharge Permit ("the Permit") No. UGW370004 White Mesa
Uranium Mill -As-Built Report Pursuant to Part I.F.6 of the Permit
This letter transmits the As-Built Report for Energy Fuels Resources (USA) Inc. 's ("EFRI's") perched
groundwater monitoring well MW-41 B.
MW-41B was installed the week of April 10, 2023. MW-41B was installed with the approval of the State of
Utah Division of Waste Management and Radiation Control (DWMRC). The primary purpose for installing
MW-4 IB is to investigate groundwater quality between upgradient well MW-24 and downgradient well MW-2.
The enclosed As-Built Report includes the items required for As-Built Reports in the Permit Part I.F.6 and is
being submitted for MW-418.
Please contact the undersigned if you have any questions or require any further information.
Yours very truly,
ENERGY FUELS RESOURCES (USA) INC.
Kathy Weinel
Director, Regulatory Compliance
cc: David Frydenlund
Garrin Palmer
Scott Bakken
Logan Shumway
Jordan.App
Stewart Smith (HGC)
DRC-2023-066440
Energy Fuels Resources (USA) Inc.
225 Union Blvd. Suite 600
Lakewood, CO, US, 80228
303 974 2140
www.energyfuels.com
June 9, 2023
VIA E-MAIL AND EXPRESS DELIVERY
Mr. Doug Hansen
Director
Division of Waste Management and Radiation Control
Utah Department of Environmental Quality
195 North 1950 West
Salt Lake City, UT 84116
Dear Mr. Hansen:
Re: State of Utah Ground Water Discharge Permit (“the Permit”) No. UGW370004 White Mesa
Uranium Mill – As-Built Report Pursuant to Part I.F.6 of the Permit
This letter transmits the As-Built Report for Energy Fuels Resources (USA) Inc.’s (“EFRI’s”) perched
groundwater monitoring well MW-41B.
MW-41B was installed the week of April 10, 2023. MW-41B was installed with the approval of the State of
Utah Division of Waste Management and Radiation Control (DWMRC). The primary purpose for installing
MW-41B is to investigate groundwater quality between upgradient well MW-24 and downgradient well MW-2.
The enclosed As-Built Report includes the items required for As-Built Reports in the Permit Part I.F.6 and is
being submitted for MW-41B.
Please contact the undersigned if you have any questions or require any further information.
Yours very truly,
ENERGY FUELS RESOURCES (USA) INC.
Kathy Weinel
Director, Regulatory Compliance
cc: David Frydenlund
Garrin Palmer
Scott Bakken
Logan Shumway
Jordan App
Stewart Smith (HGC)
HYDRO GEO CHEM, INC.
Environmental Science & Technology
INSTALLATION AND HYDRAULIC TESTING OF
PERCHED WELL MW-41B
WHITE MESA URANIUM MILL
NEAR BLANDING, UTAH
(AS-BUILT REPORT)
June 9, 2023
Prepared for:
ENERGY FUELS RESOURCES (USA) INC
225 Union Blvd., Suite 600
Lakewood, Colorado 80228
Prepared by:
HYDRO GEO CHEM, INC.
51 West Wetmore Road, Suite 101
Tucson, Arizona 85705
(520) 293-1500
Project Number 7180000.00-01.0
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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i
TABLE OF CONTENTS
1. INTRODUCTION .............................................................................................................. 1
2. DRILLING AND CONSTRUCTION ................................................................................ 3
2.1 Drilling and Logging Procedures ............................................................................ 3
2.2 Construction ............................................................................................................ 3
2.3 Development ........................................................................................................... 4
3. HYDRAULIC TESTING ................................................................................................... 5
3.1 Testing Procedures .................................................................................................. 5
3.2 Hydraulic Test Data Analysis ................................................................................. 5
4. CONCLUSIONS................................................................................................................. 9
5. REFERENCES ................................................................................................................. 11
6. LIMITATIONS ................................................................................................................. 13
TABLES
1 Well Survey Data
2 Slug Test Parameters
3 Slug Test Results
FIGURES
1 Approximate Location of MW-41 and Kriged 1st Quarter 2023 Water Levels,
White Mesa Site
2 MW-41B As-Built Well Construction Schematic
3 MW-41B Raw Automatically-Logged Water Level Displacements
4 MW-41B Corrected and Uncorrected Automatically-Logged Water Level Displacements
APPENDICES
A Lithologic Log
B Well Development Field Sheets
C Slug Test Plots
D Slug Test Data
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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June 9, 2023
1
1. INTRODUCTION
This report describes the installation, development, and hydraulic testing of perched well MW-
41B at the White Mesa Uranium Mill (the “Mill” or the “site”) near Blanding, Utah. MW-41B
was installed during the week of April 10, 2023 with the approval of the State of Utah Division
of Waste Management and Radiation Control (DWMRC) and is located between existing
groundwater monitoring wells MW-2 and MW-24 as shown on Figure 1.
MW-41B is located generally upgradient of MW-2 and downgradient of MW-24. The primary
purpose for installing MW-41B is to investigate groundwater quality between upgradient well
MW-24 and downgradient well MW-2. In addition, the well was constructed with a completely
submerged well screen (no open screen above the water table).
Open screen above the water table enhances transport of air into the vadose zone in the vicinity
of the well. The primary purpose of eliminating open screen above the water table is to minimize
such transport, which also minimizes oxygen transport to groundwater. Enhanced oxygen
transport to groundwater is undesirable because it increases oxidation of naturally-occurring
pyrite in the formation hosting perched groundwater near the wells, lowers pH, and mobilizes
trace metals contained in pyrite, as well as other pH sensitive metals that occur naturally in the
formation near the wells.
MW-41B replaces MW-41 which was installed during July, 2022 and subsequently abandoned in
accordance with State of Utah Administrative Code R655-4-14. MW-41 was abandoned because,
although saturated conditions were encountered at approximately 92 feet below land surface (ft.
bls) during drilling, and the well was constructed with the top of screen at approximately 100 ft.
bls, subsequent depth to water measurements established the static water level to be
approximately 111 ft. below top of casing (ft. btoc), or approximately 108 ft bls (based on nearly
3 feet of casing stickup), yielding approximately 8 feet of screen above the water table. Attempts
to remove the existing casing, ream the borehole to a larger diameter, and re-install the casing
with a completely submerged screen were unsuccessful due to borehole collapse, so a new well,
MW-41A, was attempted. However, borehole collapse also prevented completion of MW-41A
and attempts to ream the borehole and re-install casing were also unsuccessful. Therefore, the
MW-41A borehole was also abandoned in accordance with State of Utah Administrative Code
R655-4-14.
MW-41B (representing the third and successful attempt) was installed and constructed
differently as will be discussed in Section 2. The revised installation method successfully
prevented collapse of the borehole prior to well completion.
Installation and Hydraulic Testing of Perched Well MW-41B
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Development of MW-41B consisted of surging and bailing on April 14, 17 and 23, 2023;
followed by overpumping on April 27, May 1, 3 and 5, 2023. Hydraulic testing consisted of a
slug test conducted on May 9 and 10, 2023. The permeability was so low that even after running
the test overnight, water level recovery was less than 40%. In contrast, over a similar time
period, water levels at MW-41 had recovered by about 90%.
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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2. DRILLING AND CONSTRUCTION
Well installation procedures were generally similar to those used previously at the site for the
construction of other perched zone wells (Hydro Geo Chem, Inc. [HGC], 2005). Drilling and
construction were performed by Recapture Drilling, and the boring logged by Mr. T. Boam, an
employee of Energy Fuels (USA) Corporation (EFRI). An as-built diagram for the well
construction, based primarily on information provided by Mr. T Boam, is shown in Figure 2. The
depth to water shown in the as-built diagram was based on the depth to water reported in Mr.
Boam’s field notes. MW-41B was surveyed by a State of Utah licensed surveyor and the location
and elevation data are provided in Table 1.
2.1 Drilling and Logging Procedures
A 12 ¼ -inch diameter tricone bit was used to drill a boring of sufficient diameter to install an
8-inch-diameter poly vinyl chloride (PVC) surface (conductor) casing. The surface casing
extended to a depth of approximately 40 feet below land surface (bls) and the annular space was
sealed with hydrated bentonite chips. The primary purpose of installing and sealing the large
diameter surface casing was to block off an interval located at approximately 30 feet bls that had
a tendency to collapse. Due to this collapse, it was not possible to ream the borehole and re-
install casing in MW-41; nor was it possible to successfully complete MW-41A. Although casing
was successfully installed in MW-41A, subsequent formation collapse prevented installation of
annular materials. Attempts to pull casing and ream the borehole were also unsuccessful.
Once the MW-41B surface casing was in place, the borehole was cored by air rotary using a 2-
inch inner diameter core bit. The borehole was then reamed using a 77/8 - inch diameter
polycrystalline diamond compact (PDC) drag bit. The borehole penetrated the Dakota Sandstone
and the Burro Canyon Formation and terminated in the Brushy Basin Member of the Morrison
Formation.
Drill core samples were logged and placed in labeled, core storage boxes, each accommodating
approximately 10 feet of core. Within intervals having little or no core recovery, drill cuttings
were logged, and samples stored in labelled zip-sealed plastic bags. A copy of the lithologic log
submitted by Mr. Boam is provided in Appendix A.
2.2 Construction
MW-41B was constructed using 4-inch diameter, Schedule 40, Certa-LokJ PVC casing and
0.02-slot, factory-slotted Certa-LokJ PVC screen. Filter pack gravel was installed to a depth of
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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approximately 2 feet above the screened interval. The annular space above the filter pack was
sealed with hydrated bentonite chips. The well casing was fitted with a 4-inch PVC cap to keep
foreign objects out of the well and a lockable steel security casing was installed to protect the
well.
2.3 Development
MW-41B was developed by surging and bailing followed by overpumping. Development records
are provided in Appendix B. Due to low productivity, surging and bailing and overpumping
activities were conducted over periods of several days in order to remove the required volumes
of water.
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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3. HYDRAULIC TESTING
Hydraulic testing consisted of a slug test conducted by HGC personnel using a methodology
similar to that described in HGC (2005).
3.1 Testing Procedures
The slug used for the test consisted of a sealed, pea-gravel-filled, schedule 80 PVC pipe
approximately three feet long that displaced approximately 3/4 gallons of water as described in
HGC (2002). Two Level TrollJ 0-30 pounds per square inch absolute (psia) data loggers were
deployed below the static water column in the well and used to measure the change in water
level during the test. Two Baro-Trolls were used to measure barometric pressure and were placed
in a protected environment near the well for the duration of the testing. Automatically logged
water level data were collected at 1-second intervals and barometric data at 5-minute intervals.
As noted above, two submersible Level Trolls and two Baro Trolls were used. The second
submersible Level Troll and second Baro-Troll served as backup units in case of a malfunction.
Prior to the test, the static water level was measured by hand using an electric water level meter
and recorded in the field notebook. The data loggers were then lowered to a depth of
approximately ten feet below the static water level in the well and background pressure readings
were collected for approximately 30 minutes prior to beginning the test. The purpose of
collecting the background data was to allow correction for any detected water level trend.
Once background data were collected, the slug and electric water level meter sensor were
suspended in the well just above the static water level. The test commenced by lowering the slug
to a depth of approximately two feet below the static water level over a period of a few seconds
and taking water level readings by hand as soon as possible afterwards. Hand-collected data
recorded in the field notebook were obtained more frequently in the first few minutes when
water levels were changing more rapidly, then less frequently as the rate of water level change
diminished. Upon completion of the test, automatically logged data were checked and backed up
on the hard drive of a laptop computer.
3.2 Hydraulic Test Data Analysis
Background (pre-test) automatically logged water level data displayed a noticeable upward trend
during the 30 minutes prior to the test that appeared unrelated to barometric pressure changes.
The nature of the linear trend is unknown, as it was not reflected in the hand-collected data,
indicating that it was not the result of a water level increase.
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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In addition, once the slug was deployed, the downhole transducers each recorded a relatively
linear water level increase (rather than decline) of approximately ¾ foot over the first
approximately 550 minutes of the test (Figure 3). Subsequently, water levels displayed a
declining trend typical of a slug test in low permeability materials. The automatically-logged
data were corrected for this initial (approximately 550 minute long) trend, and the subsequent
data (displaying the expected typical decay) corrected by subtracting a constant, the magnitude
of which was determined from the hand-collected water level data.
One possible explanation for the initial almost linearly increasing trend is that the submersible
pressure transducers, which were both attached to the same fishing line, and which were to be
suspended approximately 10 feet below the top of the water column in the well, were ‘hung up’
on the side of the well screen when initially deployed, then slowly worked downward at a
relatively constant rate during the first 550 minutes of the test. Although this explanation is
speculative, and such behavior has not been noted during previous testing at the site, it could
occur assuming the well bore (and casing) are not perfectly vertical. Under these conditions the
fishing line and transducers would be expected to lie on one side of the casing (and screen),
which could conceivably cause sufficient friction to result in the postulated downward ‘creep’.
Due to relatively small changes in barometric pressure, such changes did not significantly impact
the automatically-logged data. Therefore, the automatically-logged data were not corrected for
barometric pressure changes.
A comparison of corrected and uncorrected automatically-logged water level displacements is
provided in Figure 4. As shown, even though the specific cause of the initial (upward) linear
trend is unknown, the applied corrections yielded nearly one day’s worth of interpretable data.
Regardless of the issues associated with the automatically-logged data collected during this
particular test, the hand-collected data were of high quality. In accordance with test design, the
hand-collected data served not only as a check on the automatically-logged data but as an
independent data set that could be analyzed separately.
Test data were analyzed using AQTESOLVTM (HydroSOLVE, 2000), a computer program
developed and marketed by HydroSOLVE, Inc. In preparing the automatically logged data for
analysis, the total number of records was reduced. All data collected in the first 30 seconds were
retained; then every 3rd, then 5th, then 7th, then 9th, etc., record was retained for analysis. For
example, if the first 30 records were retained (30 seconds of data at 1-second intervals), the next
records to be retained would be the 33rd, the 38th, the 45th, the 54th, etc.
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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Data were analyzed using two solution methods: the KGS unconfined method (Hyder et al.,
1994) and the Bouwer-Rice unconfined method (Bouwer and Rice, 1976). Once corrections were
applied, nearly all automatically logged data were considered interpretable.
When filter pack porosities were required by the analytical method, a value of 30 percent was
used. The saturated thickness was taken to be the difference between the depth of the static water
level measured just prior to the test and the depth to the Brushy Basin Member contact as defined
in the drilling log (Appendix A). Because (by design) the static water level was above the top of
the screened interval the saturated thickness therefore exceeded the effective screen length.
However, partial screen penetration was accounted for in the analyses.
The KGS solution allows estimation of both specific storage and hydraulic conductivity, while
the Bouwer-Rice solution allows estimation of only the hydraulic conductivity. The Bouwer-
Rice solution is valid only when a straight line is identifiable on a plot of the log of displacement
versus time (indicating that flow is nearly steady), and is insensitive to both storage and the
specified initial water level rise. Typically, only the later-time data are interpretable using
Bouwer-Rice.
The KGS solution accounts for non-steady flow and storage, is sensitive to the specified initial
water level rise, and generally allows a fit to both early- and late-time data. Both solutions were
used for comparison. Automatically logged and hand-collected data were analyzed separately
using both solution methods. The hand-collected data therefore served as an independent data set
and a check on the accuracy of the automatically logged data.
Table 2 summarizes test parameters and Table 3 and Appendix C provide the results of the
analyses. Appendix C contains plots generated by AQTESOLVJ that show the quality of fit
between measured and simulated displacements, and reproduce the parameters used in each
analysis. Appendix D provides displacement data. Estimates of hydraulic conductivity range
from approximately 1.13 x 10-6 centimeters per second (cm/s) to 1.38 x 10-6 cm/s using
automatically logged data, and from approximately 1.27 x 10-6 cm/s to 2.26 x 10-6 cm/s using
hand-collected data. Estimates are within the range previously measured at the site
(approximately 2 x 10-8 cm/s to 0.01 cm/s) and are similar to (but lower than) the estimates
obtained from the MW-41 slug test (approximately 2.3 x 10-6 cm/s to 3.8 x 10-6 cm/s as described
in HGC, 2022).
In general, the agreement between solution methods and between estimates obtained from
automatically logged and hand-collected data is good, and within a factor of 2. Although there
was generally good agreement between the KGS and Bouwer-Rice results, because the KGS
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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solution accounts for non-steady flow and aquifer storage, the results obtained using KGS are
considered more representative than those obtained using Bouwer-Rice. In addition, because of
the numerous corrections to automatically-logged data (described above) that were necessary to
render the data interpretable, the KGS results for the hand-collected data are considered more
reliable than the KGS results for the automatically-logged data.
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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4. CONCLUSIONS
Procedures for the installation, hydraulic testing, and development at new perched well MW-41B
are similar to those used previously at the site for the construction, testing, and development of
other perched zone wells.
Automatically logged and hand-collected slug test data from MW-41B were analyzed using the
KGS and Bouwer-Rice analytical solutions. Estimates of hydraulic conductivity range from
approximately 1.13 x 10-6 centimeters per second (cm/s) to 1.38 x 10-6 cm/s using automatically
logged data, and from approximately 1.27 x 10-6 cm/s to 2.26 x 10-6 cm/s using hand-collected
data. Estimates are within the range previously measured at the site (approximately 2 x 10-8 cm/s
to 0.01 cm/s) and are similar to (but lower than) the estimates obtained from the MW-41 slug test
(approximately 2.3 x 10-6 cm/s to 3.8 x 10-6 cm/s as described in HGC, 2022).
In general, the agreement between solution methods and between estimates obtained from
automatically logged and hand-collected data is good, and within a factor of 2. Although there
was generally good agreement between the KGS and Bouwer-Rice results, because the KGS
solution accounts for non-steady flow and aquifer storage, the results obtained using KGS are
considered more representative than those obtained using Bouwer-Rice. In addition, because of
the numerous corrections to automatically-logged data (described in Section 3.2) that were
necessary to render the data interpretable, the KGS results for the hand-collected data are
considered more reliable than the KGS results for the automatically-logged data.
.
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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5. REFERENCES
Bouwer, H. and R.C. Rice. 1976. A Slug-Test method for Determining Hydraulic Conductivity
of Unconfined Aquifers with Completely or Partially Penetrating Wells. Water Resources
Research, Vol. 12, No. 3, Pp. 423-428.
Hyder, Z, J.J. Butler, Jr. C.D. McElwee, and W. Liu. 1994. Slug Tests in Partially Penetrating
Wells. Water Resources Research, Vol. 30, No. 11, Pp. 2945-2957.
Hydro Geo Chem, Inc. (HGC). 2002. Hydraulic Testing at the White Mesa Uranium Mill Near
Blanding, Utah During July 2002. Submitted to International Uranium Corporation.
August 22, 2002.
HGC. 2005. Perched Monitoring Well Installation and Testing at the White Mesa Uranium Mill,
April through June 2005. Submitted to International Uranium Corporation.
August 3, 2005.
HGC. 2022. Installation and Hydraulic Testing of Perched Well MW-41, White Mesa Uranium
Mill, Near Blanding, Utah (As-Built Report). Submitted to Energy Fuels (USA)
Corporation. September 8, 2022.
HydroSOLVE, Inc. 2000. AQTESOLV for Windows. User=s Guide.
Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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Installation and Hydraulic Testing of Perched Well MW-41B
White Mesa Uranium Mill (As-Built Report)
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6. LIMITATIONS
The information and conclusions presented in this report are based upon the scope of services
and information obtained through the performance of the services, as agreed upon by HGC and
the party for whom this report was originally prepared. Results of any investigations, tests, or
findings presented in this report apply solely to conditions existing at the time HGC’s
investigative work was performed and are inherently based on and limited to the available data
and the extent of the investigation activities. No representation, warranty, or guarantee, express
or implied, is intended or given. HGC makes no representation as to the accuracy or
completeness of any information provided by other parties not under contract to HGC to the
extent that HGC relied upon that information. This report is expressly for the sole and exclusive
use of the party for whom this report was originally prepared and for the particular purpose that
it was intended. Reuse of this report, or any portion thereof, for other than its intended purpose,
or if modified, or if used by third parties, shall be at the sole risk of the user.
Installation and Hydraulic Testing of Perched Well MW-41B
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TABLES
TABLE 1
Well Survey Data
Northing * Easting * Top of Casing Ground
(feet) (feet) (feet amsl) (feet amsl)
MW-41B 10164354.81 2215976.33 5618.10 5615.92
Notes:
amsl = above mean sea level
* = state plane coordinates
Well
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TABLE 2
Slug Test Parameters
Depth to Depth to Depth to Top Depth to Base Saturated Thickness
Well Brushy Basin Water of Screen of Screen Above Brushy Basin
(feet) (feet) (feet) (feet) (feet)
MW-41B 120.0 107.6 115.0 120.0 12.4
Note: All depths are in feet below land surface
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TABLE 3
Slug Test Results
Bouwer-Rice Bouwer-Rice
Test Saturated
Thickness (ft)
K
(cm/s)
Ss
(1/ft)
K
(cm/s)
K
(cm/s)
Ss
(1/ft)
K
(cm/s)
MW-41B 12.4 1.13E-06 8.56E-04 1.38E-06 1.27E-06 1.82E-03 2.26E-06
Notes:
Bouwer-Rice = Unconfined Bouwer-Rice solution method in Aqtesolve™
cm/s = centimeters per second
ft = feet
K = hydraulic conductivity
KGS = Unconfined KGS solution method in Aqtesolve™
Ss= specific storage
Automatically Logged Data Hand Collected Data
KGS KGS
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FIGURES
HYDRO
GEO
CHEM, INC.
EXPLANATION
perched monitoring well showing
elevation in feet amsl
perched piezometer showing
elevation in feet amsl
seep or spring showing
elevation in feet amsl
MW-5
PIEZ-1
RUIN SPRING
temporary perched monitoring well
showing elevation in feet amsl
temporary perched nitrate monitoring
well showing elevation in feet amsl
TW4-12
TWN-7
5504
5568
5569
5588
5380
5463
MW-38
TW4-42
temporary perched nitrate monitoring
well installed April, 2021showing
elevation in feet amsl
5524
temporary perched monitoring
well installed September, 2021
showing elevation in feet amsl
TW4-43
TWN-20
new perched monitoring well MW-41B
MW-41B
H:/718000/MW41B/
report/MW41B_ApproxLoc.srf 1
APPROXIMATE LOCATION OF MW-41B AND
KRIGED 1st QUARTER, 2023 WATER LEVELS
WHITE MESA SITE
CHEM, INC.
GEO
HYDRO
Approved DateDate File Name FigureAuthor
K:\1_STANDARDS\LOGO.tif
MW-41B
AS-BUILT WELL CONSTRUCTION SCHEMATIC
SJS 04/19/23 7180293AJAA04/19/23 2
5,618.10
5,615.92
https://hgcinc.sharepoint.com/VOL4/718000/MW41B/report/MW41B_F3_F4.xlsx: Figure 3
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raw displacement raw displacement RAW AUTOMTICALLY-LOGGED
WATER LEVEL DISPLACEMENT
HYDRO
GEO
CHEM, INC.Approved FigureDateAuthorDate File Name
SJS 6/4/2023 3Figure 36/4/2023SJS
https://hgcinc.sharepoint.com/VOL4/718000/MW41B/report/MW41B_F3_F4.xlsx: Figure 4
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ET (min)
raw displacement linear trend subtracted
1 foot subtracted raw displacement
linear trend subtracted 1 foot subtracted
CORRECTED AND UNCORRECTED AUTOMATICALLY-
LOGGED WATER LEVEL DISPLACEMENTS
HYDRO
GEO
CHEM, INC.Approved FigureDateAuthorDate File Name
SJS 6/4/2023 4Figure 46/4/2023SJS
APPENDIX A
LITHOLOGIC LOG
APPENDIX B
WELL DEVELOPMENT FIELD SHEETS
APPENIDX C
SLUG TEST PLOTS
0.01 0.1 1. 10. 100. 1000. 1.0E+4
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Time (min)
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WELL TEST ANALYSIS
Data Set: C:\...\mw41B.aqt
Date: 06/05/23 Time: 13:55:33
PROJECT INFORMATION
Company: HGC
Client: EFRI
Test Well: MW-41B
AQUIFER DATA
Saturated Thickness: 12.4 ft
WELL DATA (MW-41B)
Initial Displacement: 1.04 ft Static Water Column Height: 12.4 ft
Total Well Penetration Depth: 12.44 ft Screen Length: 5. ft
Casing Radius: 0.167 ft Well Radius: 0.32 ft
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: KGS Model
Kr = 1.13E-6 cm/sec Ss = 0.0008558 ft-1
Kz/Kr = 0.1
0. 280. 560. 840. 1.12E+3 1.4E+3
0.1
1.
10.
Time (min)
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WELL TEST ANALYSIS
Data Set: C:\...\mw41B_BR.aqt
Date: 06/05/23 Time: 13:58:37
PROJECT INFORMATION
Company: HGC
Client: EFRI
Test Well: MW-41B
AQUIFER DATA
Saturated Thickness: 12.4 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (MW-41B)
Initial Displacement: 1.04 ft Static Water Column Height: 12.4 ft
Total Well Penetration Depth: 12.44 ft Screen Length: 5. ft
Casing Radius: 0.167 ft Well Radius: 0.32 ft
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 1.376E-6 cm/sec y0 = 0.7868 ft
0.1 1. 10. 100. 1000. 1.0E+4
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Time (min)
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WELL TEST ANALYSIS
Data Set: C:\...\mw41Bh.aqt
Date: 06/05/23 Time: 14:00:46
PROJECT INFORMATION
Company: HGC
Client: EFRI
Test Well: MW-41B
AQUIFER DATA
Saturated Thickness: 12.4 ft
WELL DATA (MW-41Bh)
Initial Displacement: 1.04 ft Static Water Column Height: 12.4 ft
Total Well Penetration Depth: 12.44 ft Screen Length: 5. ft
Casing Radius: 0.167 ft Well Radius: 0.32 ft
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: KGS Model
Kr = 1.272E-6 cm/sec Ss = 0.001822 ft-1
Kz/Kr = 0.1
0. 280. 560. 840. 1.12E+3 1.4E+3
0.1
1.
10.
Time (min)
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WELL TEST ANALYSIS
Data Set: C:\...\mw41BhBR.aqt
Date: 06/05/23 Time: 14:03:38
PROJECT INFORMATION
Company: HGC
Client: EFRI
Test Well: MW-41B
AQUIFER DATA
Saturated Thickness: 12.4 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (MW-41Bh)
Initial Displacement: 1.04 ft Static Water Column Height: 12.4 ft
Total Well Penetration Depth: 12.44 ft Screen Length: 5. ft
Casing Radius: 0.167 ft Well Radius: 0.32 ft
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 2.264E-6 cm/sec y0 = 0.87 ft
APPENDIX D
SLUG TEST DATA