Nevada Water Science Center

Aquifer Tests

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Phil Gardner
Groundwater Specialist
Phone: (775) 887-7664


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Nevada Water Science Center
2730 N. Deer Run Rd.
Carson City, NV 89701


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Lower Walker River

Primary Investigator: Kip Allander

Well Data

Local Name Altitude Uppermost
Primary Aquifer Hydraulic
384234118390801 East Lake Shallow 4131 229 239 ALLUVIAL FILL 4
384234118390802 East Lake Deep 4131 298 308 ALLUVIAL FILL 0.3
384917118421601 Transmission Shallow 4133 159 169 ALLUVIAL FILL 8
384917118421602 Transmission Deep 4133 240 250 ALLUVIAL FILL 4
385103118462801 Tamarisk 4011 30 35 ALLUVIAL FILL 1
385333118461601 Rabbitbrush 4070 34 44 ALLUVIAL FILL 8
385344118470301 Powerline RBDS 4053.07 15 20 ALLUVIAL FILL 9
385345118470001 Powerline LB 4060.08 29 34 ALLUVIAL FILL 1
385345118470401 Powerline RBUS 4053 19 24 ALLUVIAL FILL 30
385423118440801 Greasewood 4082 25 35 ALLUVIAL FILL 30
385625118481501 Later 2A RB 4119.48 24.2 29.2 ALLUVIAL FILL 10
385628118481301 Lateral 2A LBUS 4110.46 13.8 18.8 ALLUVIAL FILL 200
385628118481302 Lateral 2A LBDS 4110.45 45 50 ALLUVIAL FILL 200
385908118453201 Schurz NE Shallow 4166 80 100 ALLUVIAL FILL 4
385908118453202 Schurz NE deep 4166 140 160 ALLUVIAL FILL 0.4
385915118491301 Schurz NW 4191 135 145 ALLUVIAL FILL 10
390610118554201 CowCamp LBDS 4220.34 20 25 ALLUVIAL FILL 30
390610118554301 CowCamp LBUS 4220.65 9 14 ALLUVIAL FILL 60
390700118584001 Willow LBUS 4238.67 9 14 ALLUVIAL FILL 80


Aquifer Test

All Aquifer Test Files (zip)

Lower Walker River

Slug Tests (pdf)


Walker Lake has been declining at a rate of about 1.6 feet per year since 1917 resulting in total dissolved solids concentrations increasing to the point where the lakes fishery and ecosystem health are being threatened. Uncertainties in the water budget in the Lower Walker River Basin led the U.S. Geological Survey in cooperation with the U.S. Bureau of Reclamation to undertake a study to revise the water budget of Walker Lake. The study was initiated in 2004 and a revised water budget is scheduled to be published in 2009.

Developing a better understanding of the ground-water system in the Lower Walker River Basin is a critical component of this study. To understand how ground-water interacts with Walker Lake it is necessary to understand ground-water levels and aquifer properties in the alluvial aquifers adjacent to Walker Lake. It is planned to conduct a series of aquifer tests in the alluvial aquifers of the Lower Walker River Basin. Planned tests are 1) slug tests of monitor wells installed as part of this study, 2) analysis of historic slug test data (1979) on monitor wells installed on the Hawthorne Army Ammunition Depot, 3) a multiple well aquifer test on the Walker River Indian Reservation, and 4) a single well aquifer test on the Double Springs flowing well. This paper documents the methods, data, analysis, and results of slug tests from monitor wells installed as part of this study.

Slug tests were performed on 19 monitor wells in the Lower Walker River basin (Figure 1). A majority of these tests were for wells that were located along both banks of the Lower Walker River downstream of the Walker River at Wabuska streamgage (10301500). These wells were tested to estimate properties of the local aquifer system. The local aquifer is an alluvial aquifer system with material originating from stream and lake alluvial processes. The tests were conducted September 17-21, 2007.


Location of wells tested in the Lower Walker River Basin
Figure 1. Location of wells tested in the Lower Walker River Basin.



All wells were 2-inch diameter PVC monitor wells installed by the USGS as part of the Walker River Basin project since the winter of 2005. Several of these monitor wells were established in pairs as deep and shallow wells within the same borehole separated by a grout seal between their screened intervals. Screened interval lengths ranged between 5 and 10 ft. Wells were completed between 9 and 250 ft below land surface. The deepest wells were located on an alluvial fan deposit of the east shore of Walker Lake. Aquifer material surrounding the screened intervals of the wells ranged from silty clay to gravel, with various degrees of sorting (Table 1). All wells were developed after their construction.


The first step was the measurement of depth to water and sounding of well depth. Depth to water was measured using an electric tape and measurement was verified with a second measurement. The depth of the well was then sounded using the electric tape in order to ensure that the screened interval was free and clear of silt, dirt, or debris. An Instrumentation Northwest Inc. PS9105 0-15 PSIG pressure transducer was then lowered to between 10 and 15 feet below the water surface when height of water column was sufficient. Otherwise, the pressure transducer was placed at about 1 ft above the bottom of the screen interval or higher in attempt to get at least a 7 ft column of water above the transducer. If there was less than 7 ft of water in the well, a liquid slug was used to displace the water level instead of using a solid slug. The length of the pressure transducer cable was calculated by adding the depth to water to the height of the water column above the pressure transducer and recorded. This was done at the beginning and end of each well test to document the overall change in position of the pressure transducer in the well. The pressure transducer was monitored using a Campbell Scientific CR10X data logger connected to a laptop PC. All data were observed on the PC in real time and downloaded from the CR10X to the laptop following each test.

Two different procedures were used to cause rapid displacement of water level in the well tests. The primary and preferred displacement procedure used a solid slug that was rapidly lowered into water column and after water level equilibrated, raised out of the water column. The secondary displacement procedure used a known volume of liquid (liquid slug) that was rapidly poured into the well. This secondary procedure was used when the height of the water column was insufficient for use of the solid slug, or when the solid slug did not fit down the inside of the well casing. The liquid slug procedure was also used as a follow up to the solid slug procedures so that the two procedures could be compared. The solid slug procedure utilized a 62 inch long by 1 inch diameter (O.D.) sealed galvanized steel pipe that was suspended using a steel engineers tape. The solid slug was rapidly submerged into the water to produce a falling head test (Halford and Kuniansky, 2002). After the water-level stabilized, the solid slug was rapidly removed from the water to produce a rising head test. The rising and falling head tests were repeated one more time to ensure a good data set and repeatability of results. The solid slug was then removed and a liquid slug was introduced. Liquid slug tests were performed as follows: For wells in which the solid slug could not be used, three separate liquid slug tests were performed for each well. The liquid slug was rapidly poured into the well casing. The time it took for the pours and the drainage down the inside of the wells to occur was recorded for each test. Liquid slug volumes of 1, 2, and 4 Liters were used as the displacement volumes. When the liquid slug procedure was used as a follow-up to the solid slug procedure, only one test using a 1 Liter slug volume was done.

The pressure transducer recorded at sampling intervals that were implemented based on anticipated water level response and then was adjusted based on initial test results. Water levels were measured with a resolution of 0.01 ft and at period of 0.0125, 0.5, or 1 second intervals, depending on the length of time it took for the water level to stabilize after displacement.

Rough estimates of hydraulic conductivity values were evaluated in the field at each site to ensure that data was good and reasonable for each of the tests. The field results were obtained by using an abbreviated method of the final analytical method used in the office. The field data was analyzed in the office using a spreadsheet developed by Halford and Kuniansky (2002). The primary method used by this spreadsheet was the High-K Bower and Rice Model which Butler and others (2003), modified from Bower and Rice (1976; KGS method). Field data and all relevant well construction data were entered into the spreadsheets, and the data was then compiled in a summary table (Table 1).


Table 1. Site information and hydraulic conductivity results from 19 wells in the Lower Walker River Basin.
Site information and hydraulic conductivity results from 19 wells in the Lower Walker River Basin



Inserting or extracting the solid slug took place in less than one second, making the assumption of instantaneous water displacement reasonable for the solid slug tests. The falling-head test that were initiated using the liquid slug method yielded substantial differences between the theoretical and observed displacements, due mainly to the length of time it took to make the displacement. These liquid pour tests showed substantially lower displacement than the theoretical displacement (Table 1).

Pouring the water down the well using a graduated cylinder and a metal funnel took 3 to 53 seconds, depending on the volume introduced. These times dropped below twenty seconds with practice, but were still far from instantaneous. The water took another 4 to 31 seconds, depending on the depth to water, to completely drain down the inside of the well casing. Despite the slow delivery time, the liquid slug tests and solid slug tests had remarkable similar results.

Hydraulic Property Estimates

Hydraulic conductivity values ranged between 0.3 and 200 ft/d with a median value of 9 ft/d (Table 1). Aquifer material surrounding the screened intervals of the wells were obtained from the respective well driller's reports, which only provided general descriptions of the lithology. Two of the sites listed gravel as the material at the depth of the screens, yet the hydraulic conductivity from the slug tests was less than 12 ft/d. Conversely, a site with silty-clay listed as the aquifer material had a hydraulic conductivity value higher than the extreme maximum of 6 ft/d for silt or loess (Domenico and Schwartz , 1990). Table 1 lists the aquifer material as described in the drill logs, but hydraulic conductivities outside the plausible range of the material should not be interpreted as bad data. The aquifer material is likely not exactly as described, but instead a mixture of gravel, sand, and silt that the drillers probably were unable to accurately assess from drill cuttings rising out of the hole during well construction (wells were constructed using hydraulic rotary method). Aquifer materials with lithologies of medium to coarse sand had hydraulic conductivity values between 11 and 220 ft/d, which are within the expected range for sand (1-300 ft/d; Dominco and Schwartz, 1990). The two sites with aquifer material of fine sand had hydraulic conductivities that were substantially different from each other (1.2 and 33 ft/d). Sites listed as silty, sandy, or gravelly clay had an average hydraulic conductivity of 4 ft/d.




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