Users Manual

AquiferTest Pro
An Easy-to-Use Pumping Test and Slug Test Data Analysis Package

AquiferTest Pro Help

Table of Contents
Part I Introduction

1 Installation
...................................................................................................................................
and System Requirements
7
2 Updating
...................................................................................................................................
Old Projects
9
3 Learning
...................................................................................................................................
AquiferTest
9
4 About...................................................................................................................................
the Interface
10

Part II Quick Start Demo Tutorial

18

Part III Demonstration Exercises and Benchmark

Tests

68

1 Exercise
...................................................................................................................................
1: Confined Aquifer - Theis Analysis
68
2 Exercise
...................................................................................................................................
2: Leaky Aquifer - Hantush - Jacob Analysis
77
3 Exercise
...................................................................................................................................
3: Recovery Data Analysis - Agarwal Solution
84
4 Exercise
...................................................................................................................................
4: Confined Aquifer, Multiple Pumping Wells
95
Determ ining Aquifer
..........................................................................................................................................................
Param eters
95
Determ ining..........................................................................................................................................................
the Effect of a Second Pum ping Well
103
Predicting Draw
..........................................................................................................................................................
dow n at Any Distance from the Pum ping w ell
106

5 Exercise
...................................................................................................................................
5: Adding Data Trend Correction
109
6 Exercise
...................................................................................................................................
6: Adding Barometric Correction
114
7 Exercise
...................................................................................................................................
7: Slug Test Analysis - Bouwer & Rice
120
8 Exercise
...................................................................................................................................
8: High-K Butler Method
126
9 Exercise
...................................................................................................................................
9: Derivative Smoothing
129
10 Exercise
...................................................................................................................................
10: Horizontal Wells
132
11 Exercise
...................................................................................................................................
11: Wellbore Storage and Skin Effects
138
12 Example
...................................................................................................................................
12: Lugeon Test
146
13 Additional
...................................................................................................................................
AquiferTest Examples
151

Part IV Program Options

151

1 General
...................................................................................................................................
Info
152
2 Main...................................................................................................................................
Menu Bar
194

Part V Pumping Test: Theory and Analysis

Methods

244

1 Diagnostic
...................................................................................................................................
Plots and Interpretation
245
2 Analysis
...................................................................................................................................
Parameters and Curve Fitting
252
3 Methodology
................................................................................................................................... 259
4 Theory
...................................................................................................................................
of Superposition
260
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Variable Discharge
..........................................................................................................................................................
Rates
261
Multiple Pum..........................................................................................................................................................
ping Wells
263
Boundary Effects
.......................................................................................................................................................... 264
Effects of Vertical
..........................................................................................................................................................
Anisotropy and Partially Penetrating Wells
269

5 Pumping
...................................................................................................................................
Test Background
273
6 Pumping
...................................................................................................................................
Test Analysis Methods - Fixed Assumptions
275
Theis Recovery
..........................................................................................................................................................
Test (confined)
275
Cooper-Jacob
..........................................................................................................................................................
Method (confined; sm all r or large tim e)
279

7 Pumping
...................................................................................................................................
Test Analysis Methods - Flexible Assumptions
284
Draw dow n vs.
..........................................................................................................................................................
Tim e
285
Draw dow n vs.
..........................................................................................................................................................
Tim e w ith Discharge
285
Confined - Theis
.......................................................................................................................................................... 287
Leaky - Hantush-Jacob
..........................................................................................................................................................
(Walton)
290
Hantush - Storage
..........................................................................................................................................................
in Aquitard
294
Wellbore Storage
..........................................................................................................................................................
and Skin Effects (Agarw al 1970)
298
Unconfined, ..........................................................................................................................................................
Isotropic - Theis w ith Jacob Correction
299
Unconfined, ..........................................................................................................................................................
Anisotropic
301
Fracture Flow
..........................................................................................................................................................
, Double Porosity
309
Single Well Analysis
..........................................................................................................................................................
w ith Well Effects
321
Large Diam eter
..........................................................................................................................................................
Wells w ith WellBore Storage - Papadopulos-Cooper
321
Recovery Analysis
..........................................................................................................................................................
- Agarw al Solution (1980)
326
Horizontal Wells
..........................................................................................................................................................
(Clonts & Ram ey)
330
Neum an & Witherspoon
.......................................................................................................................................................... 334

8 References
................................................................................................................................... 338

Part VI Well Performance Methods

341

1 Specific
...................................................................................................................................
Capacity
342
2 Hantush-Bierschenk
...................................................................................................................................
Well Loss Solution
344
3 Well...................................................................................................................................
Efficiency
351

Part VII Slug Test Solution Methods

353

1 Bouwer-Rice
...................................................................................................................................
Slug Test
353
2 Hvorslev
...................................................................................................................................
Slug Test
358
3 Cooper-Bredehoeft-Papadopulos
...................................................................................................................................
Slug Test
363
4 High-K
...................................................................................................................................
Butler
366
5 Dagan
...................................................................................................................................
Slug Test
368

Part VIII Lugeon Tests

369

1 Test...................................................................................................................................
Description
370
2 Theory
................................................................................................................................... 373
3 Data...................................................................................................................................
Requirements
374
4 Analysis
...................................................................................................................................
and Interpretation
375
5 Reports
................................................................................................................................... 380

Part IX Data Pre-Processing

380

1 Baseline
...................................................................................................................................
Trend Analysis and Correction
381
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2 Customized
...................................................................................................................................
Water Level Trends
384
3 Barometric
...................................................................................................................................
Trend Analysis and Correction
386
4 Modifying
...................................................................................................................................
Corrections
394
5 Deleting
...................................................................................................................................
Corrections
395

Part X Mapping and Contouring

396

1 About
...................................................................................................................................
the Interface
396
2 Data...................................................................................................................................
Series
403
3 Contouring
...................................................................................................................................
and Color Shading Properties
405
Contour lines
..........................................................................................................................................................
tab
406
Color Shading
..........................................................................................................................................................
tab
407

4 Example
................................................................................................................................... 409

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Introduction

Introduction
Congratulations on your purchase of AquiferTest, the most popular software package
available for graphical analysis and reporting of pumping test and slug test data!

AquiferTest is designed by hydrogeologists for hydrogeologists giving you all the tools
you need to efficiently manage hydraulic testing results and provide a selection of the
most commonly used solution methods for data analysis - all in the familiar and easy-touse Microsoft Windows environment.

AquiferTest has the following key features and enhancements:

Runs as a native Windows application
Easy-to-use, intuitive interface
Solution methods for unconfined, confined, leaky confined and fractured rock aquifers
Derivative drawdown plots
Professional style report templates
Easily create and compare multiple analysis methods for the same data set
Step test/well loss methods
Single well solutions
Universal Data Logger Import utility (supports a wide variety of column delimiters and
file layouts).
Support for Level Loggers and Diver Dataloggers
Import well locations and geometry from an ASCII file
Import water level data from text or Excel format
Windows clipboard support for cutting and pasting of data into grids, and output
graphics directly into your project report
Site map support for .dxf files and bitmap (.bmp) images
Contouring of drawdown data
Dockable, customizable tool bar and navigation panels
Numerous short-cut keys to speed program navigation
AquiferTest provides a flexible, user-friendly environment that will allow you to become
more efficient in your aquifer testing projects. Data can be directly entered in
AquiferTest via the keyboard, imported from a Microsoft Excel workbook file, or
imported from any data logger file (in ASCII format). Test data can also be inserted from
a Windows text editor, spreadsheet, or database by cutting and pasting through the
clipboard.

Automatic type curve fitting to a data set can be performed for standard graphical
solution methods in AquiferTest. However, you are encouraged to use your

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professional judgement to validate the graphical match based on your knowledge of the
geologic and hydrogeologic setting of the test. To easily refine the curve fit, you can
manually fit the data to a type curve using the parameter controls.

With AquiferTest, you can analyze two types of test results:

Pumping tests, where water is pumped from a well and the change in water level is
measured inside one or more observation wells (or, in some cases, inside the pumping
well itself). You can present data in three different forms:
Time versus water level
Time versus discharge (applicable for variable rate pumping tests)
Discharge versus water level (applicable for well performance analysis)
The following pumping test analysis methods are available, with fixed analysis
assumptions:
Cooper-Jacob Time Drawdown
Cooper-Jacob Distance-Drawdown
Cooper-Jacob Time-Distance-Drawdown
Theis Recovery
With these analysis methods, it is not possible to modify the model assumptions. For
more details, please see See "Pumping Test Methods - Fixed Assumptions" section

The following pumping test analysis methods allow adjusting the model assumptions for
customized analysis:
Theis (1935)
Hantush-Jacob (Walton) (1955)
Neuman (1975)
Theis with Jacob Correction
Warren Root Double Porosity (Fracture Flow)
Papadopulos - Cooper (1967)
Agarwal Recovery
Moench Fracture Flow (1984)
Hantush with storage (1960)
Neuman-Witherspoon (1969)
With these analysis methods, it is possible to adjust the model assumptions to match
the pumping test conditions. For more details, please see See "Pumping Test

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Methods"..

Finally, the following test is available for analyzing well performance

Specific Capacity Test
Hantush-Bierschenk Well Losses
Well Efficiency
Slug (or bail) tests, where a slug is inserted into a well (or removed from a well) and
the change in water level in the side well is measured. You can have data in one form:
Time versus water level

The following slug test analysis methods are available:

Hvorslev (1951)
Bouwer-Rice (1976)
Cooper-Bredehoeft-Papadopulos (1967)
Butler
Dagan (1978)
Lugeon (Packer) Test analysis, for interpreting and analyzing water pressure tests
from fractured rock formations.

The exercises in Demonstration Exercises and Benchmark Tests, will introduce you to
many features of AquiferTest.

1.1

Installation and System Requirements

System Requirements
To run AquiferTest you need the following minimum system configuration:
A CD-ROM drive for software installation
A hard drive, with at least 35 MB free
A local or network printer installed
A Pentium processor, 300 MHz or better, with 128 MB RAM
Windows Vista (Business, Ultimate, Enterprise), Windows 7, 8 (Professional,
Ultimate, Enterprise), 32-bit or 64-bit
Note: Currently, SWS does not support Home Premium, Home Basic, or Starter
versions.

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MSExcel (any version) installed

A Microsoft or compatible mouse
Minimum 600 x 800 screen resolution (1024 x 768 recommended)
Recommended internet connection
Installation
AquiferTest is distributed through a secure on-line download or on CD-ROM.
If installing with the CD simply place the disc into your CD-ROM drive and the initial
installation screen should load automatically.
On the initial Installation tab, you may choose from the following two buttons:
AquiferTest Users Manual
AquiferTest Installation
The Users Manual button will display a PDF document of the manual, which requires
the Adobe Reader to view. If you do not have the Adobe Reader, a link has been created
in the interface to download the appropriate software.
The Installation button will initiate the installation of the software on your computer.
AquiferTest must be installed on your hard disk in order to run. If you are using
Windows XP or 2000, ensure that you have administrative rights for the installation and
software registration.
Please follow the installation instructions, and read the on-screen directions carefully.

After the installation is complete you should see the AquiferTest icon
on your
Desktop screen, labeled as such and/or have a link in your Programs menu to SWS
Software and consequently to AquiferTest. To start working with AquiferTest, doubleclick this icon or navigate to the link described above.
NOTE: To install the software from the CD-ROM without the aid of the installation
interface, you can:
Open Windows Explorer, and navigate to the CD-ROM drive
Open the Installation folder
Double-click on the installation file to initiate the installation
Follow the on-screen installation instructions, which will lead you through the install and
subsequently produce a desktop icon for you.

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Introduction

1.2

Updating Old Projects

AquiferTest is backwards compatible, and is able to open any projects from v.4.x and
v.3.x. It is recommended that you ALWAYS create a backup copy of any project files
before you open them in the new version. Specifically, ensure that you back up your
original MS Access database (.MDB), which contains all project data.
* Waterloo Hydrogeologic is not responsible for any direct or indirect damages caused
to projects during conversion. It is strongly recommended that you create a secure,
independent back up of projects before converting.

1.3

Learning AquiferTest
Online Help
This Users Manual is supplied to you as an electronic help file. To view the electronic
help version of this manual, select Help, then Contents.
Sample Exercises and Tutorials
There are several sample projects included with AquiferTest, which demonstrate the
numerous features, and allow you to navigate and learn the program. Feel free to
peruse through these samples.
To begin working with your own data, please refer to Exercise 1 and Exercise 7 for a
step-by-step summary of how to create a pumping test, and how to create a slug test.
Suggested Reference Material
Additional information can be obtained from hydrogeology texts such as:
Freeze, R.A. and J.A. Cherry, 1979. Groundwater, Prentice-Hall, Inc. Englewood
Cliffs, New Jersey 07632, 604 p.
Kruseman, G.P. and N.A. de Ridder, 1990. Analysis and Evaluation of Pumping Test
Data Second Edition (Completely Revised) ILRI publication 47. Intern. Inst. for Land
Reclamation and Improvements, Wageningen, Netherlands, 377 p.
Fetter, C.W., 1994. Applied Hydrogeology, Third Edition, Prentice-Hall, Inc., Upper
Saddle River, New Jersey, 691 p.
Dominico, P.A. and F.W. Schwartz, 1990. Physical and Chemical Hydrogeology.
John Wiley & Sons, Inc. 824 p.
Driscoll, F. G., 1987. Groundwater and Wells, Johnson Division, St. Paul, Minnesota

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55112, 1089 p.

1.4

About the Interface

AquiferTest is designed to automate the most common tasks that hydrogeologists and
other water supply professionals typically encounter when planning and analyzing the
results of an aquifer test. The program design allows you to efficiently manage all
information from your aquifer test and perform more analyses in less time. For example,
you need to enter information about your testing wells (e.g. X and Y coordinates,
elevation, screen length, etc.) only once in AquiferTest. After you create a well, you can
see it in the navigator panel, or in the wells grid.
When you import data or create an analysis, you specify which wells to include from the
list of available wells in the project. If you decide to perform additional analyses, you can
again specify from the available wells without re-creating them in AquiferTest. There is
no need to re-enter your data or create a new project. Your analysis graph is refreshed,
and the data re-analyzed using the selected solution method. This is useful for quickly
comparing the results of data analysis using different solution methods. If you need
solution-specific information for the new analysis, AquiferTest prompts you for the
required data.
Getting Around
A typical AquiferTest window is shown below followed by descriptions of the different
sections.

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11

The AquiferTest Interface is composed of several components:

Navigation Tabs: Provide access to the data entry and analysis windows in the
program; these include Pumping/Slug Test, Discharge, Water Levels, Analysis, Site
Plan, and Reports.
Menu Bar: Contains menu commands with access to all the functions available in
the AquiferTest.
Toolbar: Contains several context sensitive short-cut buttons for some of the
frequently used AquiferTest tools.
Navigation Panel: Contains a tree view of all of the components which comprise an
AquiferTest project. These include panels for Tests, Wells, Discharge Rates, Water
Level data, Analyses, and other frequently used tasks.
The following sections describe each of these components in greater detail.
Navigation Tabs
The interface in AquiferTest has been designed so that information can be quickly and
easily entered, and modified later if needed. The data entry and analysis windows have

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been separated into navigation tabs; the tabs are logically ordered such that the
information flow is in a left-to-right fashion; this means that data is first entered in the far
left tab, then the process proceeds to the right from there. The tabs are explained
below:
For pumping tests:

Pumping Test - project particulars, aquifer properties, pumping test details and info,
well locations and dimensions and units
Discharge - specify constant or variable discharge rates for one or more pumping
wells
Water Levels - time drawdown data, filtering, and trend affects
Analysis - contains selected analysis graphs and associated options (diagnostic
plots, drawdown derivatives) and calculated parameters
Site Plan - map showing basemaps, well locations and optional contouring of
drawdown.
Reports - preview and print selected reports
For slug tests:

Slug Test - project particulars, aquifer properties, slug test details and info, well
locations and dimensions, and units
Water Levels - water level data
Analysis - analysis graphs and calculated parameters
Site Plan - map showing basemaps and well locations
Reports - preview and print selected reports
For Lugeon Tests:

Lugeon Test - project particulars, aquifer properties, test details and info, borehole
and packer geometry and configurations, dimensions, and units
Lugeon Test Data & Analysis: data entry and analysis
Site Plan - map showing basemaps and well locations
Reports - preview and print selected reports

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13

Pumping Test Tab

The pumping test tab contains all the general information pertaining to the site where the
tests were conducted. This information need only be entered once and is displayed in
the panel unchanged for any additional tests that are created.
Units are specified for the currently active pumping test. When a new pumping test is
created, the units return to default and must be changed accordingly. The default units
can be set by selecting Tools / Options / General. The units for Site Plan control the
XY coordinates and the elevation data; the Dimensions units control the well geometry
(r, L, etc.) and water levels; the Time, Discharge, and Pressure units control their
respective parameters; Transmissivity units control the units for the calculated
parameters transmissivity, storativity, and conductivity.
Pumping test details can be entered for each new test. Different descriptive names for
the tests allow for easy navigation using the Project Navigator panel.
Aquifer properties can be specified for each pumping test. These include the aquifer
thickness and the aquifer barometric efficiency (BE); the BE value is only necessary if
you intend to correct the measured drawdown data based on barometric influences.
The BE value may be directly entered in the field, or may be calculated from observed
time-pressure data. For more details, see Data Pre-Processing.
In addition, well names, coordinates, elevations, and geometry is entered in this window.
XY coordinates are required, as they are used to calculate the radial distance to the
pumping well. Well geometry values (r, R, L, b) are necessary only for certain solution
methods.
If the option use r(w) is selected, then values for n (gravel pack porosity) must be
defined.
All wells are available for the entire project, i.e. within the file for several pumping/slug
tests. However, the Type attribute refers only to the current pumping/slug test.
Slug Test Tab
The slug test panel contains the same fields for the project, units, test, aquifer, wells,
and site information as does the pumping test panel.
Lugeon Test Tab

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The Lugeon test panel contains similar fields for the project, units, test, wells. Additional
information is required for the Test and Packager configurations.
Discharge Tab (Pumping Test only)
This panel allows the user to specify the discharge rates for each pumping well.
Discharge rates may be constant or variable. For variable pumping rates, the measured
rates are entered into the table, and are plotted automatically on the corresponding
graph window on the right. AquiferTest interprets the numerical data as the end of the
respective pumping stage. Therefore, there is no need to enter a pumping rate at time 0;
simply enter the rate at the end of the interval.
For example:
Time (s)
2000
3500
4500

Discharge
(GPM)
100
200
150

The above inputs correspond to a first pumping stage from 0 to 2000 s with 100 gpm,
Pumping stage 2 from 2000 s to 3500 s with 200 gpm, and pumping stage 3 from 3500
to 4500 s with 150 gpm.

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15

Water Levels Tab

This panel contains fields for observation well data entry and provides graphical
representation of this data. Data may be copied and pasted, imported using the Data
Logger Wizard, or imported from a text or Excel file. When importing from Excel, only
the first table sheet is imported and the data must be in the first two columns - Time in
the first and Water Levels in the second.
In addition, there are data filtering options, and data corrections (trend affects,
barometric affects, etc.) By reducing the number of measured values, you can improve
the program performance, and calculate the aquifer parameters quicker.
Analysis Tab
The analysis panel contains the forum for calculating the aquifer parameters using the
abundance of graphical solution methods. There are two main tabs available:
Diagnostic and Analysis.
Diagnostic graphs

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The Diagnostic graph provides tools for interpreting the drawdown data, and is a visual
aid for determining the aquifer type if this is not well understood. The measured
drawdown data are plotted on a log-log scale, or a semi-log scale.
On the right side, apart from the actual graph, the processes characteristic of different
aquifer types are schematically represented. By comparing the observed data to the
pre-defined templates, it is possible to identify the aquifer type and conditions (confined,
well bore storage, boundary influences, etc.) Using this knowledge, an appropriate
solution method and assumptions can then be selected from the Analysis tab, and the
aquifer parameters calculated.
In addition, AquiferTest calculates and displays the derivative of the measured
drawdown values; this is helpful since quite often it is much easier to analyze and
interpret the derivative of the drawdown data, then just the measured drawdown data
itself.
Analysis graph tab
In the Analysis tab, there are several panels on the right hand side of the graph that
allow setting up the graph, changing the aquifer parameters to achieve an optimal curve
fit, model assumptions, display and other settings.
For more information, please see the "Analysis Tab" section.
Site Plan Tab
AquiferTest automatically plots the wells on a map layout. The site map layout may
contain a CAD file or raster image (e.g. a topographic map, an air or satellite photograph
etc.). Raster images must be georeferenced using two known co-ordinates, at the
corners of the image. For more details, See "Import Map Image..." section.
Reports Tab
The Reports page displays report previews, and allows the user to select from various
report templates. The reports are listed in hierarchical order for the current pumping/
slug test. A zoom feature is available, with preview settings.
The dark grey area around the page displays the margins for the current printer. You
can modify these settings by selecting File/Printer Setup.

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17

Select Print on this page to print all selected reports. Using Print on a selected tab will
print the context related report directly - such as a data report from the Water Levels
page.
Menu Bar
The menu bar provides access to most of the features available in AquiferTest. For
more details, see Main Menu Bar section.
AquiferTest Toolbar
The following sections describe each of the items on the toolbar, and the equivalent
icons. For a short description of an icon, move the mouse pointer over the icon without
clicking either mouse button.
The toolbars that appear beneath the menu bar are dynamic, changing as you move
from one window to another. Some toolbar buttons become available only when certain
windows are in view, or in a certain context. For example, the Paste button is only
available after the Copy command has been used.
The following tool buttons appear at the top of the AquiferTest main window:

New button creates a new project.

Open button opens an existing project.

Save button saves the current project.

Print button prints the data item which is currently getting the focus.

Copy button copies selected character(s) in a grid cell or a plot to the clipboard.

Paste button pastes text from the clipboard to the active cell.

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Refresh button refreshes the current view.

Project Navigator Panels

The Project Navigator panel shows the

tests, wells, and analyses for the current
project, along with additional tasks. The
panel is styled in a XP fashion. As with
other Windows applications, you can use
the + or - icon to expand or collapse a
frame in the panel. In addition, you can
show/hide the panel completely, using the
View / Navigation Panel option.
Creating and deleting elements contained
within the panel, including wells, data lists,
pumping tests, slug tests, and associated
analyses is discussed in Getting Started
and General Info and Main Menu Bar.
Please do not confuse the Project
Navigator panel and Analysis Navigator
panel. The Project Navigator panel is
located on the left of the program window
and is always visible (unless you hide it in
the View menu). The Analysis Navigator
panel is located on the right of the main
program window and is only visible in the
Analysis tab.

Quick Start Demo Tutorial

AquiferTest Pro Tutorial
AquiferTest Pro from Waterloo Hydrogeologic is the latest software technology for
graphical analysis and reporting of pumping and slug test data. This powerful yet easyto-use program has everything you need to quickly calculate the hydraulic properties of
your aquifer using a comprehensive selection of pumping and slug test solution
methods for:
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Quick Start Demo Tutorial

19

Confined aquifers
Unconfined aquifers
Leaky aquifers, and
Fractured rock aquifers
In addition, it is possible to analyze the effects of well interference, and also to account
for:
Recharge and barrier boundary conditions
Wellbore storage
Partially penetrating pumping and observation wells
Multiple Pumping Wells
Variable pumping rates.
Horizontal wells
AquiferTest Pro can be used as a predictive analysis tool, to calculate water levels /
drawdown at any given point based on estimated transmissivity and storativity values.
This new functionality allows you to optimize the location of pumping wells, effectively
plan your next pumping test.
This demo tutorial has been designed to explore many features of AquiferTest Pro,
and has been divided into four sections:
Exercise 1: Confined Aquifer Pumping Test Analysis
Exercise 2: Predictive Analysis
Exercise 3: Single Well Analysis
Exercise 4: Slug Test Analysis

Exercise 1: Confined Aquifer Pumping Test Analysis

If you have not already done so, double-click the AquiferTest Demo icon to start the
program. The AquiferTest splash screen will appear followed by a blank project.
[1] Select File/Open and browse to the folder "...\Users\Public\Documents\AquiferTest
Pro\Examples\"
[2] Locate the file DemoProject.HYT, and click [Open] and the following window will
appear:

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The AquiferTest window is set up so the information can be entered in logical

succession from left to right using Navigation tabs.
Pumping Test tab (or Slug test, as the case may be) contains project, test, and
aquifer information including units.
Discharge tab (pumping test only) contains discharge data for the pumping wells.
Water Levels tab contains data for observation wells, pumping wells, and
piezometers used in the selected test.
Analysis tab houses all functions needed to perform all analyses available in
AquiferTest.
Site Plan tab allows wells to be plotted on a site map, and also contour drawdown
data
Reports tab allows you to tailor the printed report to your specifications.
Project Details
The pumping test was conducted at Newington Airport, which overlies a 40-foot thick
sand and gravel aquifer. There are 3 fully-penetrating wells in the area (Water Supply 1,
Water Supply 2, and OW-1). Water Supply 1 was pumped at 150 GPM (gallons per
minute) for 24 hours. OW-1 is located 200 feet south of Water Supply 1. Water Supply
2 will be activated in the second exercise
The objective of this section is to examine drawdown data from OW-1 and determine
the aquifer transmissivity and storativity. The project basics have already been

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21

established including the units and site map (.bmp).

Project Navigator

The project navigator allows you to easily switch between all functional parts of
AquiferTest.

Clicking on any well in their respective frames will take you to that part of the program
where that information is displayed or required (ie. clicking on OW-1 in the Water
Levels frame will take you to the Water Levels tab and activate OW-1 for water level
data entry).

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Two lower frames of the Project Navigator also provide access to the most frequently
used functions of AquiferTest. From here you can access any analysis you have
created, create a new analysis, define time range for the data used in analysis, add
comments to the analysis, import wells from a data file, create a new pumping test,
create a new slug test, and contact tech support.
You can hide the Project Navigator by choosing View/Navigation Panel.
You can collapse any and all frames in the Project Navigator by clicking the [-] button
beside the header of each frame.
Project Information
The top portion of the Pumping Test tab contains information that describes the project
details, test details, units, and aquifer parameters. Most of the information has been
entered for you; however, some additional information is required.
[3] In the Pumping Test frame:
Pumping Test Name: Confined Aquifer Analysis
Performed by: Your Name
[4] In the Aquifer Properties frame:
Aquifer Thickness: 40
Type: Confined
Bar. Eff.: leave blank
As mentioned before, the units have been preset in this example, however you can
easily change them using the drop-down menus beside each category and selecting the
unit from the provided list.
The Convert existing values checkbox allows you to convert the values to the new
units without having to calculate and re-enter them manually.
On the other hand if you created a pumping test with incorrect unit labels, you can
switch the labels by de-selecting the Convert existing values option. That way, the
physical labels will change but the numerical values remain the same.
Entering Discharge Data

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Now you need to enter the discharge data for your Water Supply wells.
[5] Click on the Discharge tab and activate Water Supply 1 by choosing it from the
wells list in the top left corner of the form.
[6] Select Constant and enter the discharge rate of 150 US gal/min, as shown below.

For this exercise, the pumping well Water Supply 2 will not be used; this well will be
"turned on" in the second exercise, in order to see the effects of multiple pumping wells.
Entering Water Level Data
In this section, you will import observation water level data from an Excel spreadsheet.
AquiferTest can also import data from a datalogger file or a delimited text file, and even
paste from the Windows clipboard; this flexibility is important as your pumping test data
can be stored in different formats.
[7] Click on the Water Levels tab.
[8] Select OW-1 from the wells list in the top left corner of the form
[9] Enter 4.0 as Static Water Level
[10] From the main menu, select File / Import / Import Data, or click on the Import
button (circled below)

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[11] In the dialog that appears, browse to the folder "...

\Users\Public\Documents\AquiferTest Pro\Exercise Files\"
.
[12] Locate the file OW-1.xls file and click [Open]. The Water level measurements will
appear in the table.
[13] If you do not see the calculated drawdown data and graph appear select the
refresh button

on the main toolbar.

Over the 24-hour pumping test, water levels in the observation well dropped almost 4.5

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feet.
Creating an Analysis
In this section, you will create the analysis graphs, and calculate the aquifer parameters.
Time vs. Drawdown
[14] Click on the Analysis tab.
[15] In the Data from frame, check the box beside OW-1.

The first analysis you will perform on the data is the basic Time vs. Drawdown plot.
[16] At the top of the Analysis tab, complete the general information about the analysis
as follows:
Analysis name: Time vs. Drawdown
Performed by: your name
Date: choose current date from the drop-down calendar
[17] Select Time-Drawdown from the Analysis Method frame in the Analysis
Navigator.

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In the next section you will create Theis analysis of your data.
Theis Analysis
[18] Create a new analysis by selecting Analysis/Create New Analysis or clicking
Create New Analysis in the Analyses frame of the Project Navigator.
[19] At the top of the Analysis tab, complete the general information about the analysis
as follows:
Analysis name: Theis
Performed by: your name
Date: choose current date from the drop-down calendar
You will see the Theis analysis name is added to the analyses list in the Analyses
frame of the Project Navigator.

Theis is the default analysis selected for a pumping test for a confined aquifer.
[20] Select the Analysis Graph tab and click the Fit button above the graph to
automatically fit the curve to the data.
Your graph should now look similar to the one shown below.

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There are numerous graph and display options, such as gridlines, axis intervals, symbol
size, and line properties. Feel free to experiment with these options now.
AquiferTest automatically calculates the Transmissivity and Storativity values and
they are displayed in the Results frame of the Analysis Navigator:

It is also possible to display the analysis using a dimensionless time drawdown plot
(conventional Theis type curve). To see this option,
[21] Select the check box beside Dimensionless in the toolbar above the analysis
graph.

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[22] Expand the Diagram frame (under the Analysis Panel)

[23] Increase the Marker size to 11.

The plot should be displayed similar to the one shown below.

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AquiferTest has automatically fit the data to the curve, and calculated the aquifer
parameters. However the fit includes all the data which is sometimes not the desired
case. For example you may wish to place more emphasis on the early time data if you
suspect the aquifer is leaky or some other boundary feature is affecting the results.
In this pumping test, there is a boundary condition affecting the water levels / drawdown
between 700 - 1000 feet south of Water Supply 1. You need to remove the data points
after time = 100 minutes.
There are several ways to do this, either by de-activating data points in the analysis
(they will remain visible but will not be considered in analysis) or by applying a time limit
to the data (data outside the time limit is removed from the display). You will examine
both options.
[24] Return the graph to its original view by setting the following options in the Analysis
Panel:
Analysis Graph toolbar
Dimensionless: unchecked
In the Time axis frame:
Scale: linear
Minimum: 0
Maximum: 2000
Gridlines: unchecked
In the Drawdown axis frame:
Scale: linear
Minimum: 0
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Maximum: 5
Gridlines: unchecked

[25] From the main menu, select Analysis / Define Analysis Time Range, or click
Define analysis time range in the Analyses frame of the Project Navigator
panel

The following dialogue will be produced:

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[26] Select Before and type in 101. This will include all the data-points before 101
minutes and will remove all the data-points after that period.
[27] Click [OK] and note that all points after 100 minutes have been temporarily hidden
from the graph view.
[28] Now, you will modify the graph properties to focus on the early time data.
[29] Set the Maximum value for the Time axis to 105.
[30] Set the Maximum value for the Drawdown axis to 2.5

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[31] Click the

Fit button above the graph to automatically fit the curve to the
data. The points after 100 minutes are no longer visible.

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With the later points excluded, the calculated parameters in the Results frame have
changed to
Transmissivity = 4.48E3 ft2/day
Storativity = 4.27E-4
You will now utilize the other method to exclude data points from the graph. First you
need to restore the graph to the original view.
[32] Select Define analysis time range from the Analyses frame in the Project
Navigator.
[33] Choose All and click [OK].
[34] You will now exclude the late time data points from the graph. Click the (Exclude)
icon above the graph

The following dialogue will be produced:

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Whereas the Define analysis time range requires you to enter the range in which the
data is to be INCLUDED, the Exclude function works the opposite way and requires
that you define a time range in which the data will be EXCLUDED. Both perform a
similar function, however in different situations one may be more appropriate than the
other. Use your discretion for selecting the appropriate method.
To define a new period for data exclusion,
[35] Type in 101 in the Start field
[36] Type 1440 in the End field
[37] Click [Add]
[38] Select and highlight the added period (as shown below), and click [OK]

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[39] Modify the graph properties as follows:

Set the Maximum value for the Time axis to 2000.
Set the Maximum value for the Drawdown axis to 5.0
[40] Click the
curve to the data.

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Observe, the curve change is identical to the Define analysis time range option (as
evident from the calculated parameter values in the Results frame), however the points
are still visible (excluded points are shown in green highlighted portion).
The parameters in the Results frame should now be similar to the following:
Transmissivity = 4.48E3 ft2/day
Storativity = 4.27E-4
AquiferTest calculates the best fit line, however that line may not always be ideal.
There are two ways in which you can adjust the curve.
[41] If you suspect that the aquifer does not conform to the Theis assumptions
(confined, infinitely extending, isotropic aquifer), change the assumptions in the
Model Assumptions frame of the Analysis Navigator

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[42] Or, use Parameter Controls to manually adjust the curve fit.
To activate parameter controls, click the parameter controls button above the graph

The dialogue shown below allows you to change curve fit, and resulting parameters that
are calculated in this analysis.

Use the slider-bars to increase or decrease a specific parameter and observe as the
relative position of the curve and datapoints change in response. Alternately you can
use the up / down arrow keys on your keyboard. You can also simply type in a value in

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the provided field.

[43] Close the Parameters dialog, by clicking on the [X] button in the upper right corner.
[44] Restore the best fit parameter values, by clicking on the

button.

Contouring Drawdown
At this stage it may be advantageous to visualize the drawdown data. You can do so by
using the mapping component of AquiferTest located in the Site Plan tab.
[45] Click on the Site Plan tab

Map View - displays the map (if loaded) and the wells from the selected test(s)
Toolbar - provides buttons for map manipulation tools
Well selection - choose the test from which you wish the wells to be displayed
Map properties - provides options for formatting the display properties of the map
and contours
[46] To obtain a better view of the wells, you may need to zoom out from the default
map view. Before displaying contours, you need to select the data series on which
the contours will be based.
[47] Locate the Data Series field in the Map Properties frame, and click on the button
in the right portion of that field. The following dialogue will load:

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[48] Select Theis under the Analysis frame

[49] Select OW-1 in the at Well frame
[50] Leave the remaining settings, and click [OK]
[51] In the Map properties, check the box beside Color Shading
[52] In the Map properties, check the box beside Contouring
Your map display should then be similar to the image shown below

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You may now modify the color of the color shading and contour lines, following the
instructions below.
[53] In the Map properties locate the Contour Settings and click on the button in the
right portion of that field. The following dialogue will load:

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[54] In the Contour Lines tab, load the color options, and select Black.
[55] In the Intervals section replace the Auto for Distance by
typing 0.5
[56] Then for the Minimum value, type 1.5

[57] Click [Apply] to apply the changes and update the map view.
[58] Click on the Color Shading tab in the Map Appearance dialog, and specify the
following settings:
For the Minimum value, type 1.5

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For the Maximum value, type 5.0

For the Minimum color, select Blue
For the Maximum color, select Red
For the > color, select the same Red color:

[59] Click [OK] to apply the changes and update the map view, and close the Map
properties dialogue. The Map window should look similar to the image shown
below:

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[60] Before proceeding, turn off the color map and contour lines:
In the Map properties, remove the check mark beside Color Shading
In the Map properties, remove the check mark beside Contouring
Determining the effect of the second pumping well
Now that you have calculated the aquifer parameters, you can use the AquiferTest to
predict the effects of applying additional stresses on the aquifer system. In the next
example, we will activate the second pumping well, and determine what affect this will
have on the drawdown observed at the observation well.
Before proceeding, you must first "lock" the aquifer parameters. Locking the parameters
will ensure that the current values for Transmissivity and Storativity will not be changed
when applying the automatic fit.
[61] Return to the Analysis tab
[62] Select Theis from the Analyses frame of the Project Navigator

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[63] Load the Parameter controls by clicking on the Parameter control icon

[64] Click the lock icons beside each parameter

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.
[65] Click on the Pumping Test tab
[66] In the Wells table, select WaterSupply2 from the well list. To "turn on" the second
pumping well, change the type from Not Used to Pumping Well
[67] Click on the Discharge tab
[68] Select WaterSupply2 from the well list
[69] Select the Variable discharge option
[70] Enter the following pumping rates in the table:
Time
720
1440

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150
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These values indicate that the Water Supply 2 well was turned on at the same time as
the Water Supply 1, however, whereas Water Supply 1 pumped for 1440 minutes (24
hours) at a constant discharge of 150 US gal/min, Water Supply 2 only ran at that rate
for 720 minutes (12 hours) and was then shut off.
[71] Click on the Analysis tab
[72] Click Theis in the Analyses frame of the Project Navigator to return to your Theis
analysis. The analysis graph contains a new theoretical drawdown curve, which is
now much steeper, as a result of the second pumping well.
[73] To view the full effect, you need to modify the graph settings.
Expand Drawdown axis frame
Change the Maximum to 8
Your display should appear similar to the one shown below:

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By default, the analysis assumes that the discharge is constant; if a variable discharge
rate is entered, it will be calculated into a constant average value for the entire pumping
duration. You can change that in the Model Assumptions frame of the Analysis
Navigator.
[74] Expand the Model assumptions frame
[75] In the Discharge field select Variable. The analysis graph should now be similar to
the one shown below

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.
You will notice that after 720 minutes, the theoretical drawdown curve rises sharply
which is equivalent to a sudden recovery. This coincides with the pumping well
"WaterSupply2" being shut off after 720 minutes. As a result, the total discharge from
the two wells decreases to 150 gpm (from 300 gpm) and the resulting drawdown is
less.
[76] To see the effect of the second pumping well graphically, click on the Site Plan tab
[77] In the Map properties, check the box beside Color Shading and Contouring.
Your map should look similar to the following:

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You may re-scale the map, by entering a scale value of 1:2000 in the Map Properties
frame. In addition, you can move the legend position to the top of the map.
In the next section you will predict the drawdown at a new location.

Exercise 2: Predictive Analysis

Sometimes it is necessary to determine how the pumping well(s) will affect other wells
in the area (e.g. if there are private water wells nearby), however it is not practical to drill
and install an observation well at this new location. In this exercise you will simulate a
well at a specific location and determine how the pumping wells affect the drawdown.
[1] Return to the Pumping Test tab
[2] Create a new well by clicking "Click here to create a new well" link under the wells
grid.

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For the new well set the information as follows:

Name: OW-2
Type: Observation Well
X: 700
Y: 850
R: 0.30
L: 50
r: 0.25
The well is created as "Observation" by default, however, you can change the type of
any well by clicking in the Type field once to activated it and then again to produce the
drop-down menu.
[3] Click on the Water Levels tab.
[4] Select OW-2 from the frame in the upper left corner.
[5] Enter 0 as the Static Water Level.
Now you need to enter water level data for the new well. You will enter a few "dummy"
points which will be used to set the timeline for the curve. The water level
measurements can be any values, but for simplicity, a value of 1 will be used.
Enter the following values in the Water Level table:
Time
1
500
1000
1440

Water level
1
1
1
1

[6] Click Theis from the Analyses frame of the Project Navigator to move to your
Theis analysis. Note that the second observation well, OW-2, now shows up in the
Data from list.
[7] Check the box next to OW-2 to display this data set.

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For this dummy well, you will not apply the Automatic fit, since there are no observed
water levels, and the automatic fit would be meaningless. Instead, you will use the
Transmissivity and Storativity values that were calculated for OW-1 (in the first part of
this exercise). Then, assuming that the aquifer parameters are identical at OW-2, you
will manually assign these identical values, and observe the theoretical drawdown
curve.
Under the Results frame, set the parameters for OW-2 to those values that were
calculated for OW-1:
Results - OW-2, T, type: 4.48E3
Results - OW-2, S, type: 4.27E-4

.
Your graph should now look similar to the one shown below:

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The upper curve is the predicted drawdown in well OW-2. The curve is the predicted
drawdown that would occur, if there were two pumping wells, one running at 150 US
gal/min for 24 hours, and another with the same pumping rate, but for only 12 hours.
You can see that the drawdown at OW-2 is less than that observed at OW-1. This
occurs because OW-2 is located further away from the pumping wells, so the effect is
not as pronounced.
Using this procedure, you can predict drawdown in a well at any distance with various
parameters.
Returning to static level conditions
AquiferTest can also be used to predict how long it will take for water levels to return to
static conditions once the pumping test has concluded.
[8] Return to the Discharge tab
[9] Select Water Supply 1.
The test lasted 1440 minutes and it ran at a constant discharge of 150 US gal/min. Now

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that you are considering the time after the pump was shut off, it is necessary to define a
stop time, and as such, you must use the Variable discharge type.
[10] Select Variable in the Discharge frame
[11] In the Discharge table enter the following values:
Time
1440
8640

Discharge
150
0

You also need to turn off Water Supply 2.

[12] Select Water Supply 2.
[13] Set the discharge type to Constant
[14] Enter 0 for the Discharge rate.
Next, you need to establish the timeline for OW-2.
[15] Click on the Water Levels tab
[16] Select OW-2 from the wells list. In addition to the data you already have there, enter
the following values:
Time
5000
9000

Water Level
1
1

[17] Click on Theis under the Analyses frame of the Project Navigator to return to
your Theis analysis.
[18] Expand the Time axis, and set the Maximum to 10,000
You can see the theoretical drawdown curve for OW-2 rises sharply when the pumping
well is shut off (at 1440 min) and begins to recover. It takes approximately 7000 to 8000
minutes (~5.5 to 6 days) for the water to return to static conditions.

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Creating a Report
Now that you have entered your test data and conducted the appropriate analyses you
may want to print out a report. Using AquiferTest you can print out the information from
any part of the AquiferTest that is currently active, or you can choose which reports to
print at the same time using the Reports tab.
[19] Click on the Reports tab, and the following window will appear.

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To the left of the print preview is the Report navigator tree. This tree contains all the
data that has been entered and/or calculated in AquiferTest. From this tree you can
choose which sections to include in your report and which to leave out.
[20] Check the box beside Site Plan, Wells, and Confined Aquifer Analysis. Note that
checking the box beside Confined Aquifer Analysis automatically checks all
options available - which can be seen by opening all the branches of this part of the
tree.
You can define your company information and logo under Tools / Options.
[21] To print the selected reports select File/Print or simply click the
the toolbar.

Exercise 3: Single Well Analysis

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In this example, you will create a new pumping test for a single pumping well, and use
the derivative analysis tools to interpret the data, to determine if there was storage in the
pumping well.
[1] Create a new pumping test by selecting Test / Create a Pumping test from the
main menu.
[2] Fill in the information required for the new pumping test.
In the Pumping Test frame enter the following:
Name: Example 2: Single Well Analysis
Performed by: Your Name
Date: Filled in automatically with the current date
In the Units frame fill in the following:
Site Plan: m
Dimensions: m
Time: s
Discharge: l/s
Transmissivity: m 2/s
Pressure: mbar
In the Aquifer Properties frame enter the following:
Thickness: 3
Type: Confined
Bar. Eff.: leave blank
[3] "Click here to create a new well" link under the first well to create a new well.
Define the following well parameters for this well:
Name: PW1
Type: Pumping Well
X: 0
Y: 0
R: 0.35
r: 0.35
For this pumping test, there is only one well; PW1 was used for both pumping and for
recording drawdown measurements.
[4] Click on the Discharge tab to enter the discharge rate for the pumping well.
[5] In the Discharge frame select the "Constant" option
[6] Enter the following discharge rate: 0.5.
[7] Click on the Water Levels tab to enter the water level data for the pumping well.
[8] Type 0 in the Static Water Level field.

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[9] In this exercise you will import data from an MSExcel file. From the main menu,
select File / Import / Water level measurements.
[10] Navigate to your My Documents folder and browse to AquiferTest Pro\Exercise
Files and select the file PW-1.xls
[11] Click Open. The data should now appear in the time - water levels table.
[12] Click on the
button in the main toolbar, to refresh the graph. You will
see the calculated drawdown data appear in the Drawdown column and a
drawdown graph displayed on the right.

Now you can create the analysis. First, start with the standard Theis Analysis for a
Confined Aquifer (assuming that Well Storage is negligible).
[13] Click on the Analysis tab.
[14] In the Data from window, select PW1. The type curve and data are displayed on the
graph.
[15] In the Analysis Name field, type "Theis Analysis"
[16] Click on the
button, and the curve will be automatically fit to the data, as
shown in the image below.

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Note the symbols may be different than above - you can adjust your symbols by
selecting Tools/Options from the Main Menu and then selecting the Appearance tab.
Also - if you would like to increase the size of the symbols you can do so under Diagram
options on the right hand side.
You can find the calculated values for the aquifer parameters are:
T: 1.92 E-4 m2/s
S: 2.93 E-1
Now, you will use the Diagnostic plots to determine if there was storage in the pumping
well.
Interpreting Well Effects with Derivative Analysis
[17] Click on the Diagnostic Graph tab, and the following window will appear
NOTE: The symbol types may vary for your project..

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The Diagnostic Graph window contains the Measured Drawdown data and the
calculated Drawdown Derivatives. The derivative data is distinguished by an X
through the middle of each data symbol. To the right of the graph window, you will see 5
yellow Diagnostic Plots, with a variety of curves. The plots are called diagnostic, since
they provide an insight or "diagnosis" of the aquifer type and conditions. Diagnostic plots
are available for a variety of aquifer types, well effects, and boundary conditions, which
include:
Confined
Leaky aquifer or Recharge Boundary
Barrier Boundary
Double Porosity or Unconfined Aquifer
Well Effects (WellBore storage)
Each diagnostic graph contains 3 lines:
Theis type curve (dashed black line)
Theoretical drawdown curve under the expected conditions (solid black line)
Drawdown derivative curve (solid green line).

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These plots can be displayed on a log-log or semi-log scale, by selecting the

appropriate radio button above the diagnostic graphs.
For this pumping test, the presence of well effects (well bore storage) can be confirmed
by comparing the derivative drawdown data (outlined in the image above) to the green
line in the Well Effects diagnostic plot (circled in the image above). You can see the
curves are very similar in shape. However, the observed drawdown values did not
stabilize and reach a constant. Therefore, it would have been ideal if the pumping
duration had been extended, and there was additional data available for the late pumping
durations.
Nevertheless, the drawdown curve is characteristic of well bore storage conditions: at
the beginning of the pumping test, there is a delay in drawdown as a result of storage in
the pumping well, and the drawdown deviates from the theoretical Theis curve. As
pumping durations increase, the drawdown curve becomes more similar to the
theoretical Theis curve.
These well effects are more easily identified in the semi-log plot.
[18] Select the Lin-Log radio button above the yellow diagnostic graphs, and the
Diagnostic plots will appear in a new scale
In the Semi-Log plot, you can compare the observed drawdown curve to the diagnostic
plots. In this example, it is evident that the observed drawdown curve displays delayed
drawdown (outlined in the image above), then returns to the typical Theis curve as
pumping duration increases. When comparing this to the diagnostic plot for Well Effects
(circled in the image above), there is strong evidence indicating the presence of well
effects during this pumping test.
Now that you are confident that there is a wellbore storage component, you can select
the appropriate solution method (Papadopulos - Cooper), and calculate the aquifer
parameters.
[19] Return to the Analysis Graph tab.
[20] From the main menu, select Analysis / Create Pumping well analysis / Create
analysis considering well effects.
[21] Click on the
image below

button, and the curve will be fit to the data, as shown in the

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The calculated values for Transmissivity using the Papadopulos Cooper method is:
T: 4.63 E-4 m 2/s
Compare this to the value calculated using the Theis method (1.92 E-4 m 2/s), you can
see that the value is greater by a factor of more than 2. Therefore, the Theis solution
should not be used, since it assumes there is no storage in the pumping well, and will
produce incorrect results.
You may create a report using the instructions provided earlier in this tutorial.
The next section of this demo exercise will explore creating and analyzing a slug test.

Exercise 4: Slug Test Analysis

During a slug test, a slug of known volume is lowered instantaneously into the well. This

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is equivalent to an instantaneous addition of water to the well, which results in a sudden

rise in the water level in the well (also called a "falling head" test). The test can also be
conducted in the opposite manner by removing water from a well (called a "bail" or
"rising head" test). For both types of tests, the water level recovery is measured. The
Hvorslev method is a popular method for evaluating slug test data.
The instructions in this exercise assume that you are familiar with navigating
AquiferTest, and already have the Demo Project.HYT open.
To create a slug test,
[1] Select Test/Create a Slug test or click Create a Slug Test link in the Additional
Tasks frame of the Project Navigator.
Note that a new slug test is now displayed in the Tests frame of the Project Navigator,
all wells have been set to "Not Used", project information has been carried over from the
pumping test and the rest of the information - such as slug test information, units, and
aquifer parameters - has been reset to default states.
[2] Enter the following information in the upper portion of the Slug Test tab:
In the Units section:
Site plan: ft
Dimensions: ft
Time: s
Transmissivity: ft2/d
In the Slug Test section:
Slug test name: Example Slug Test
Performed by: your name
In the Aquifer Properties section:
Aquifer thickness: 40
Aquifer type: confined
Bar. Eff.: leave blank
Next, you need to add the test well at which this test was performed.
[3] Click Click here to create a new well link under the Wells table.
Set the parameters for the new well as follows:
Name: OW-11
Type: Test Well (set by default)
R: 0.075
L: 3.0
r: 0.025

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[4] Click on the Water Level tab to enter the water level data for the slug test. (There is
no discharge in the slug test, hence there is no Discharge tab.)
[5] Enter Static Water Level of 13.99
[6] Enter a WL at t=0 of 14.87
[7] Enter the following data into the Water Levels table:
Time (s)
0
1
2
3
4
5
6
7
8
9

Water Level
(ft)
14.87
14.59
14.37
14.2
14.11
14.05
14.03
14.01
14.0
13.99

[8] Click on the

button in the toolbar, to refresh the graph. You will see the
calculated change in water level data appear in the graph displayed on the right.

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You have now entered all the required data for this test.
Hvorslev Analysis
[9] Click on the Analysis tab. Similar to the pumping test, the top portion of the tab
contains the analysis information. Fill in the following fields:
Analysis name: Hvorslev
Performed by: your name
Date: choose current date from the drop-down calendar
[10] In the Analysis method frame of the Analysis Navigator choose Hvorslev.
[11] Select the
button to perform the autofit on the data and the Analysis
Graph should resemble the picture below:

The Hydraulic Conductivity value is calculated and displayed in the Results frame of
the Analysis Navigator

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:
Similar to the pumping test analysis, you can use the Parameter Controls to adjust
parameters in the slug test analyses. The parameter controls dialogue is dynamic,
changing to suit every test. In the Theis analysis, the transmissivity (T) and storativity
(S) were calculated. In Hvorslev analysis, it is conductivity (K). If you choose to switch to
another test, the available parameters will change accordingly.
Bouwer & Rice Analysis
You can perform a Bouwer & Rice Analysis on the same data.
[12] From the main menu, select Analysis/Create a New Analysis
[13] Select Bouwer & Rice from the Analysis method frame of the Analysis
Navigator.
Complete the information for the analysis as follows:
Name: Bouwer & Rice
Performed by: your name
Date: choose current date from the drop-down calendar
[14] Click the Fit button above the graph to perform autofit.
Your analysis window should look similar to the following:

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Note: If your graph does not look similar to the above picture check to ensure the
Reverse option is selected for the Drawdown axis option.
The conductivity values calculated for Bouwer & Rice (14.4 ft/d) is similar to that
calculated using the Hvorslev method (18.8 ft/d).
Creating a Report
Now that you have entered your test data and conducted the appropriate analyses you
may want to print out a report. Using AquiferTest you can print out the information from
any part of the AquiferTest that is currently active, or you can choose which reports to
print at the same time using the Reports tab.
[15] Click on the Reports tab.
[16] Expand the nodes in the Report navigator tree. Check the boxes beside
Measurements and Analysis Graphs for the Example Slug Test.

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You can define your company information and logo under Tools / Options.
[17] To print the reports select File/Print or click the Print button in the toolbar.
This concludes the AquiferTest Pro Demo Tutorial.

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Demonstration Exercises and Benchmark Tests

This section will explore many features of AquiferTest including various single and
multiple pumping well solution methods, importing data from Excel and a datalogger file
(.ASC), and planning a pumping test. The functionality of each feature is explained in
detail in the following exercises:
Exercise 1: Confined Aquifer - Theis Analysis
Exercise 2: Leaky Aquifer - Hantush - Jacob Analysis
Exercise 3: Recovery Data Analysis - Agarwal Solution
Exercise 4: Confined Aquifer, Multiple Pumping Wells
Exercise 5: Adding Data Trend Correction
Exercise 6: Adding Barometric Correction
Exercise 7: Slug Test Analysis - Bouwer & Rice
Exercise 8: High-K Butler Method
Exercise 9: Derivative Smoothing
Exercise 10: Horizontal Wells
Exercise 11: Wellbore Storage and Skin Effects
Exercise 12: Lugeon Test Analysis
These exercises are designed to help you familiarize yourself with various functions of
the program, but also to provide you with comparisons of the results obtained from
AquiferTest to some other sources including published references
The sequence of a typical AquiferTest session is:
[1] Open or create a project
[2] Enter and/or import data and well information
[3] Select an analysis method
[4] Fit the type curve
[5] Print the output.

3.1

Exercise 1: Confined Aquifer - Theis Analysis

This exercise is designed to introduce you to the basic functions and pathways in
AquiferTest. Go through this section carefully, taking note of the locations of different
shortcuts, buttons, tabs, links, etc.

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This exercise is based on the pumping test data published in Fetter, Applied
Hydrogeology, 3rd Edition, 1994, p. 223.
[1] If you have not already done so, double-click the AquiferTest icon
AquiferTest session.

to start an

[2] From the landing page ensure that the "Create Pumping Test" box is checked and
choose the "Create a new project" button. A blank project with the Pumping Test
tab active loads automatically. The loaded page should look similar to the one
shown below:

[3] In this step you will fill in the information needed for the project and/or the test. Not all
information is required, however it is helpful in organizing tests and data sets.
In the Project Information frame enter the following:
Project Name: Example 1
Project No.: 1
Client: ABC
Location: Your Town
In the Pumping Test frame enter the following:
Name: Example 1: Theis Analysis
Performed by: Your Name
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Date: Filled in automatically with the current date

HINT: To move from one data entry box to the next, use the Tab key or the arrow
keys
In the Units frame fill in the following:
Site Plan: ft
Dimensions: ft
Time: min
Discharge: US gal/min
Transmissivity: ft2/d
Pressure: mbar
In the Aquifer Properties frame enter the following:
Thickness: 48
Type: Confined
Bar. Eff.: leave blank
Your fields should now look similar to the figure below:

[4] All new projects have one default pumping well created in the Wells table (located in
the bottom half of this window). Define the following well parameters for this well by
typing directly into the table fields:
Name: PW1
Type: Pumping Well
X: 0
Y: 0
[5] Click here to create a new well link under the first well to create a new well.
Define the following well parameters:
Name: OW1
Type: Observation Well
X: 824
Y: 0
The Wells table should now look similar to the following tab:

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NOTE: It is not necessary to enter well geometry data, since the Theis analysis
assumes fully penetrating wells.
[6] Click on the Discharge tab to enter the discharge rate for the pumping well

[7] In the Discharge frame select the Constant option

[8] Enter the following discharge rate: 220.

NOTE: PW1 is highlighted in the window to the left of the Discharge frame. When
there are multiple pumping wells in the test, the one that is highlighted is the one
for which you are entering data; ensure that correct well is selected.
[9] Click on the Water Levels tab to enter the water level data for the observation well.

[10] In the box in the top left corner of the tab, select OW1, and ensure it is highlighted.

[11] In this exercise you will import data from a MSExcel file. From the main menu,
select File / Import / Import Data....
[12] Navigate to the folder ...\Users\Public\Documents\AquiferTest Pro\Exercise Files\"
and select the file Exercise 1.xls
[13] Click Open. The data should now appear in the time - water levels table.
[14] Type 0 in the Static Water Level field.
[15] Click on the
(Refresh) button in the toolbar, to refresh the graph.
[16] You will see the calculated drawdown data appear in the Drawdown column and a
drawdown graph displayed on the right.

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[17] Click on the Analysis tab

[18] In the Data from window, select OW1

[19] In the Analysis Name field, type Theis Analysis. Your fields should now look
similar to the figure below

[20] Select the Analysis Graph tab an click on the

(Fit) icon, to fit the data to
the type curve. The analysis graph should appear, as shown below.

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[21] To view a Dimensionless display of the plot, select the checkbox beside
Dimensionless above the analysis graph. You should now see the following
analysis graph.

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NOTE: You may need to adjust the Min and Max values for the Time and
Drawdown axis.
[22] Click on the

(Automatic Fit) icon, to fit the data to the type curve.

[23] Click on the

(Parameter Controls) icon to manually adjust the curve fit, and the
calculated parameters.
[24] Use the sliders to adjust the parameters for Transmissivity and Storativity, or, if
you notice that the increment is too large and your curve moves too quickly, type
the new parameter values in the fields manually.

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[25] When you have achieved the best fit between the fitted line and your data, close the
parameter controls.
[26] The Results frame of the Analysis navigator displays the calculated values.
These values should be approximately:
Transmissivity = 1.32E+3 ft2/d
Storativity = 2.09E-5

The following table illustrates a comparison of these values to those that are
published.
AquiferTest

Published
(Fetter,
1994)

Transmissiv
1.32 E+3
ity (ft2/d)

1.40 E+3

Storativity

2.40 E-5

2.09 E-5

[27] To print the analysis, click the Reports tab

[28] The navigation tree in the left portion of the tab lists all reports that are available for
printing. Expand this tree.
[29] Under the Analysis Graphs, select the box beside Theis Analysis
[30] In the window to the right you will see the preview of the print-out

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You can define your company information and logo under Tools / Options.
[31] Click on the
(Print) button in the tool bar, or select File/Print from the main
menu.
[32] Save your project by selecting File/Save As, and define a project name (Example
1).
This concludes the exercise on the Theis analysis. In the next exercise you will
analyze data using a method. You have a choice of exiting AquiferTest or
continuing on to the next exercise.

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77

Exercise 2: Leaky Aquifer - Hantush - Jacob Analysis

This exercise is written with the assumption that you have gone through the first
exercise, and are familiar with the AquiferTest interface.
This exercise is based on the pumping test data published in Dawson and Istok, Aquifer
Testing: Design and Analysis of pumping and slug tests, 1991, p. 113
[1] Launch AquiferTest or, if you already have the window open, create a new project
by clicking the
(New) button from the toolbar or select File/New from the main
menu.
[2] In the Pumping Test tab, enter the following information in the appropriate fields:
Project Information:
Project Name: Exercise 2
Project No: 2
Client: ABC
Location: Your Town
Pumping Test frame:
Name: Hantush-Jacob Analysis
Performed by: Your Name
Date: fills in automatically
Units frame
Site Plan: ft
Dimensions: ft
Time: min
Discharge: US gal/min
Transmissivity: US gal/d-ft
Pressure: mbar
Aquifer Thickness frame
Thickness: 20
Type: Leaky
Bar. Eff.: leave blank
[3] In the Wells tab, a pumping well has been created by default. Set the parameters for
that well as follows:
Name: PW
Type: Pumping Well
X: 0
Y: 0
[4] Create another well by clicking the Click here to create a new well link under the
first well
[5] Set the parameters for the new well as follows:

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Name: OW1
Type: Observation Well
X: 80
Y: 0
Your Wells grid should now look similar to the following figure:

[6] Click on the Discharge tab to enter discharge data for the pumping well
[7] In the Discharge frame select the radio button beside Constant
[8] Enter 70 in the field to the right.

[9] Click the Water Levels tab to enter the water level data for the observation well. In
this example you will cut-and-paste data from a data file.
[10] In the window in the top left corner highlight OW1
[11] Minimize AquiferTest, and browse to the folder
"...\Users\Public\Documents\AquiferTest Pro\Exercise Files" and select the file
Exercise 2.xls.
[12] Double-click on this file, to open it in MS Excel
[13] Select the first two columns of data (numbers only), and Copy this onto the
Windows clipboard
[14] Minimize MS Excel and Maximize the AquiferTest window
[15] Activate the Water Levels tab
[16] Right-click on the first cell in the Time Water Level grid, and select Paste

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[17] Enter 0 in the Static Water Level field.

[18] Click on the
(Refresh) button in the toolbar, to refresh the graph. The calculated
drawdown appears in the Drawdown column and a graph of the drawdown
appears to the right of the data.
[19] Click on the Analysis tab
[20] Check the box beside OW1 in the Data from window.
If you are not sure whether the aquifer is leaky or not, you can use the Diagnostic
Plots, and analyze the drawdown derivative data, to provide insight on the pumping
test activities. This is demonstrated below.
[21] Click on the Diagnostic Graph tab in the Analysis plot, and the following window
will appear.

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In this image, you can see the observed drawdown data, and the calculated
derivative data. The derivative data is distinguished by an X through the middle of
each data symbol, and is delineated in the image above.
To the right of the graph window, you will see 6 diagnostic plot windows, with a
variety of type curves. The plots are named diagnostic, since they provide an
insight or diagnosis of the aquifer type and conditions. Each plot contains
theoretical drawdown curves for a variety of aquifer conditions, well effects, and
boundary influences, which include:
Confined
Leaky
Recharge Boundary
Barrier Boundary
Unconfined or Double Porosity
Well Effects
Each diagnostic graph contains 2 lines:
Type curve (blue solid line)
Derivative of type curve (dotted line)

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These plots can be displayed on a log-log or semi-log (lin-log) scale, by selecting

the appropriate radio button above the diagnostic graphs. For this example, the
aquifer type is not immediately evident upon inspection of only the drawdown data.
However, if you look at the derivative data, you can see the characteristic saddle,
typical of a leaky aquifer (outlined in the image above). Alternately, you can use the
semi-log diagnostic graph to interpret the aquifer conditions.
[22] Lin-Log radio button above the yellow diagnostic graphs. The following window will
appear.

In the Semi-Log plot, you can compare the observed drawdown curve to the diagnostic
plots. In this example, it is evident that the observed drawdown curve (outlined in the
image above) is very similar to that expected in a Leaky aquifer (refer to the theoretical
drawdown curve in the second diagnostic graph, circled above).
(Note: the red trend line for the drawdown derivatives has been drawn on top of this
figure by hand for illustration purposes)
For more details on the diagnostic graphs, see Diagnostic Plots.
Now that you are confident that the aquifer is leaky, you can select the appropriate
solution method, and calculate the aquifer parameters.
[23] Click on the Analysis Graph tab

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[24] Select Hantush from the Analysis methods frame of the Analysis navigator
panel

[25] In the Analysis Name field enter Hantush-Jacob

[26] Click on the

(Fit) icon, to fit the data to the type curve. The analysis
graph should appear similar to below:
[27] If you are not satisfied with the fit, use Parameter Controls to adjust the curve

To view the Dimensionless (Type Curve) view, expand the Display frame of the
Analysis Navigator panel and check the box beside Dimensionless. This option
is not demonstrated in this Exercise.
[28] The Results frame of the Analysis navigator displays the calculated values.
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These values should be approximately:

Transmissivity = 4.20E+3 US gal/d-ft
Storativity = 9.97E-5
Hydraulic resistance = 2.85E+4
The following table illustrates a comparison of these values with those published.
AquiferTest

Published
(Dawson,
1991)

Transmissiv
ity (US gal/ 4.20 E+3
d-ft)

4.11 E+3

Storativity

9.50 E-6

9.97 E-5

[29] To print your report, click on the Reports tab

[30] Expand the Navigator tree in the left portion of the Reports tab
[31] Check the box beside the Hantush-Jacob under Analysis Graphs

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[32] Click on the

menu.

(Print) button in the tool bar, or select File/Print from the main

[33] Save your project by clicking on the

(Save) icon or selecting File/Save as

The next exercise will demonstrate analysis of recovery data from a pumping test, using
the Agarwal solution. You have the option to exit the program (make sure you save the
changes) or to continue on to the next exercise.

3.3

Exercise 3: Recovery Data Analysis - Agarwal Solution

This exercise demonstrates analysis of recovery data, using the Agarwal solution, new
to AquiferTest. In addition, the Data Logger Wizard feature will be demonstrated. This

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exercise assumes that you are familiar with the program interface; feel free to return to
Exercise 1 for the basics on navigating AquiferTest.
[1] Start AquiferTest or, if you already have the program open, create a new project.
[2] In the Pumping Test tab enter the following information:
Project Information frame
Project name: Exercise 3: Agarwal Recovery
Project No.: 3
Client: ABC
Location: Your Town
Pumping Test frame
Name: Agarwal Recovery
Performed by: Your Name
Date: filled in automatically
Units frame
Site Plan: m
Dimensions: m
Time: s
Discharge: m 3/s
Transmissivity: m 2/s
Pressure: mbar
Aquifer Properties frame
Aquifer Thickness: 20 m
Type: Unknown
Bar. Eff. (BE): Leave blank
[3] The new project will contain one pumping well, by default. Set the parameters for this
well as follows:
Well 1
Name: PW
Type: Pumping Well
X: 0
Y: 0
Next, create a new well. Click on the Click here link to add a new well to the
table. Define the parameters for this new well, as follows:
Well 2
Name: OW1
Type: Observation well
X:10
Y: 0

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[4] Click on the Discharge tab

[5] Select Constant discharge
[6] Enter the value 0.0015 in the "required" field beside
[7] Click on the Water Levels tab
[8] Highlight OW1 in the wells list in the top left corner of the tab. For this well, you will
import the time-water level data from a data logger file.
[9] Select File/Import/ Import Data Logger file from the main menu
[10] Browse to the folder ...\Users\Public\Documents\AquiferTest Pro\Exercise Files"
and select the Exercise3.asc file.
[11] Highlight the file and click Open. This will launch the 6-step data logger import
wizard.
[12] In the first step, select a set of settings saved in a previous import session. This is
a great time saver when importing many files with similar format. Since there are
no existing settings, you define the required settings manually.

The first window also allows you to select the row from which to start importing. If
you have headers in the first row you can start importing from row 2. There are no
headers in this file so you can leave everything as it is.
Click [Next].
[13] In Step 2, specify the delimiters. Un-check the box beside Tab and check the one

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beside Space.

Click [Next]
[14] In Step 3, specify the Date column and the format in which the date is entered.
Click on the first column to mark it as DATE and in the drop-down menu below
choose Month Day Year. Your screen should look similar to the one shown
below.

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Click Next
[15] In Step 4, specify the Time column. Click on the header above the second column.

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Click [Next]
[16] In Step 5, specify the Water Level column. Click on the header above the third
column. Use the default units of m (meters).

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In addition, use the default co-ordinate system of Top of Casing Datum.

Click [Next].
[17] In Step 6, there are options to specify the start time, and data filtering options. The
data loggers usually record measurements at pre-set time intervals and as such,
record many repetitive water level measurements. To import so much redundant
data slows down the processing speed. The data can be filtered by time or by
change in water level.
Select the radio button beside the By change in Water Level (m) and enter 0.01.

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Click [Import]
[18] A dialog box will appear, indicating 233 data points have been imported.

Click OK
[19] Enter Static Water level as 2.0
[20] Click on the
(Refresh) button in the toolbar, to refresh the graph. The calculated
drawdown appears in the Drawdown column and a graph of the drawdown
appears to the right of the data.
[21] Move to the Analysis tab.
[22] Select OW1 from the Data from window
[23] In the Analysis Name field, type Agarwal Recovery
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[24] The graph below shows the Drawdown and recovery data
.

[25] Check the box beside the Recovery period only under the Data from window

[26] A following message will appear:

The recovery test requires that you define the time when the pumping stopped. To
do this, use the variable discharge rate option as described below.
[27] Return to the Discharge tab
[28] Select Variable in the Discharge frame

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[29] For this pumping test, the pump was shut off after 30,000 s. In the first cells of the
Time and Discharge columns type in 30000 and 0.0015 respectively.

[30] Return to the Analysis tab

[31] You can see that the graph has refreshed, displaying only the recovery portion of
the data.

[32] Change the Scale of the Time axis to logarithm

[33] Press the Fit button to perform autofit to the data.

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[34] The data and the curve fit quite well together, however if you wish you can use the
Parameter Controls to manually adjust the curve fit.
[35] The calculated parameter values should be similar to the following:
Transmissivity = 5.01 E-4 m2/s
Storativity = 1.17 E-5
[36] Print the desired reports by selecting the Reports tab and checking the boxes
beside the reports you wish to print.
[37] Click on the
menu.

(Print) button in the tool bar, or select File/Print from the main

[38] Save your project by clicking on the

the main menu.

(Save) icon or selecting File/Save as from

This concludes the exercise. The next exercise will deal with multiple pumping wells.
You have the choice of exiting AquiferTest or proceeding to the next exercise.

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95

Exercise 4: Confined Aquifer, Multiple Pumping Wells

In this exercise you will learn how to use AquiferTest to not only determine aquifer
properties using discharge and drawdown data, but also how to use these values to
predict the effect that an additional pumping well will have on drawdown at the
observation well, and also, how to predict the drawdown in a well at any point in the
effective area of the pumping well(s).
This exercise is divided into 3 sections: To begin, you will create a Theis analysis to
determine the aquifer parameters. Then, you will examine the effect a second pumping
well will have on the drawdown at the observation well used in the first section. Finally,
you will predict the drawdown at a well at any point in the effective radius of the pumping
wells.
Determining Aquifer Parameters
[1] Start AquiferTest or, if you already have it open, create a new project.
[2] Complete the fields in the pumping test tab, as follows:
Project Information frame
Project Name: Exercise 4
Project No.: 4
Client: ABC
Location: Your Town
Pumping Test frame
Pumping Test: Theis - Multiple Pumping Wells
Performed by: Your Name
Date: filled in automatically
Units frame
Site Plan: ft
Dimensions: ft
Time: min
Discharge: US gal/min
Transmissivity: ft2/d
Pressure: mbar
Aquifer Properties frame
Thickness: 40
Aquifer Type: Unknown
[3] In the Wells table, complete the following information for the first (pumping) well:
Well 1
Name: Water Supply 1

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Type: Pumping Well

X: 350
Y: 450
R: 0.3
L: 50
r: 0.25
Next, create two additional wells.
Click Click here to create a new well, to add a new pumping well
Well 2
Name: Water Supply 2
Type: Not Used (this pumping well will be activated later in the exercise)
X: 350
Y: 100
R: 0.3
L: 50
r: 0.25
Click Click here to create a new well, to add a new observation well
Well 3
Name: OW-1
Type: Observation Well
X: 350
Y: 250
R: 0.06
L: 50
r: 0.05
[4] Click on the Discharge tab
[5] Select Water Supply 1 from the well list
[6] Select Variable in the Discharge frame
[7] Enter following values in the Discharge Table:
Time
1440

Discharg
e
150

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[8] Click on the Water Levels tab.

[9] Select OW-1 from the well list. For this exercise, the data set will be imported from
an excel file.
[10] From the main menu, select File/Import/Import Data.
[11] Browse to the folder
...\Users\Public\Documents\AquiferTest Pro\Exercise Files" and select the file
Exercise4.xls.
[12] Click [Open]
[13] Enter Static Water Level of 4.0
[14] Click on the
(Refresh) button in the toolbar, to refresh the graph. The calculated
drawdown appears in the Drawdown column and a graph of the drawdown
appears to the right of the data.

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[15] Select the Analysis tab

[16] Select OW-1 in the Data from window
[17] Click on the
(Automatic Fit) icon, to fit the data to the type curve. The
calculated parameter values should be:
Transmissivity = 3.02 E3 ft2/d
Storativity = 7.06E-4

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[18] Since the automatic fit uses all data points, often it does not provide the most
accurate results. For example you may wish to place more emphasis on the early
time data if you suspect the aquifer is leaky or some other boundary condition is
affecting the results.
In this case, there is a boundary condition affecting the water levels / drawdown
between 700 - 1000 feet south of Water Supply 1. You need to remove the data
points after time = 100 minutes.
There are several ways to do this, either by de-activating data points in the analysis
(they will remain visible but will not be considered in analysis) or by applying a time
limit to the data (data outside the time limit is removed from the display).
You will examine both options. From the Main menu bar, select Analysis / Define
analysis time range, or select this option from the Analysis frame of the Project
Navigator panel

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The following dialogue will be produced:

[19] Select Before and type in 101. This will include all the data-points before 101
minutes and will remove all the data-points after that period.
Click [OK].
[20] Click the Automatic Fit icon and see how the graph has changed. The points after
100 minutes are no longer visible (change the axes Min and Max values if
necessary to see the effect).

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[21] The parameters in the Results frame have changed to

Transmissivity = 4.48E3
Storativity = 4.27E-4
[22] Now restore the graph to normal: select Define analysis time range again and
selecting All.
Click [OK].
[23] Click on the

(Automatic Fit) icon, to fit the data to the type curve.

[24] You will now exclude the points. Click

following dialogue will appear:

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[25] Type in 101 in the Start field and 1440 in the End field.
Click [Add]
[26] Highlight the added time range.
Click [OK]

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[27] Click on the

(Fit) icon, to fit the data to the type curve.
[28] The curve change is identical to the Define analysis time range option (as evident
from the calculated parameters in Results frame), however the points are still
visible on the analysis graph.
[29] The parameters in the Results frame should now be similar to the following:
Transmissivity = 4.48E3
Storativity = 4.27E-4
7.4.2 Determining the Effect of a Second Pumping Well
In this section, the second pumping well will be activated, and AquiferTest will
predict the drawdown that would occur as a result of two pumping wells running
simultaneously.
In the previous section, the aquifer parameters (Transmissivity and Storativity)
were calculated with the Theis method. In order to maintain these values, you need
to lock the parameters.
[30] Click on the Parameter Controls icon
Parameters from the main menu.

, or select View / Analysis

[31] Click on the both padlock icons beside the parameters.

[32] Click on the [X] button to close the Parameters dialog

[33] Click on the Pumping Test tab
[34] In the Wells table, select WaterSupply2 from the well list

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[35] To turn on the second pumping well, change the type from Not Used to Pumping
Well
[36] Click on the Discharge tab
[37] Select WaterSupply2 from the well list
[38] Select the Variable discharge option
[39] Enter the following values in the table:

Time
720
1440

Discharg
e
150
0

These values indicate that the Water Supply 2 well was turned on at the same
time as the Water Supply 1, however, whereas Water Supply 1 pumped for 1440
minutes (24 hours) at a constant discharge of 150 US gal/min, Water Supply 2
only ran at that rate for 720 minutes (12 hours) and was then shut off.
[40] Select the Analysis tab
[41] You will see that the theoretical drawdown curve no longer goes through the
observed points; instead the curve is below the data, indicating that the predicted
drawdown at OW-1 has increased as a result of activating the second pumping
well.

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AquiferTest calculates the theoretical drawdown curve, using the Transmissivity

(T) and Storativity (S) values calculated earlier in this exercise.
[42] The Theis analysis assumes a Constant discharge, however, AquiferTest allows
you to change the model assumptions in the tests, as you will do now.
[43] Expand the Model Assumptions frame of the Analysis Navigator
[44] In the drop-down menu beside Discharge change Constant to Variable:

and click anywhere in the Assumptions panel to apply the changes.

[45] You will notice that now at 720 minutes the curve rises sharply which is equivalent

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to a sudden decrease in drawdown. This coincides with WaterSupply2 being shut

off after 720 minutes. As a result, the total discharge from the two wells decreases
to 150 gpm (from 300 gpm) and the resulting drawdown is less.

NOTE: You may need to modify the max value for the drawdown axis to see the
entire curve.
Using this procedure, AquiferTest allows you to predict the effect of any number of
pumping wells on the drawdown at a well.
Predicting Drawdown at Any Distance from the Pumping well
In this section, an imaginary observation well will be added at the property border,
close to the pumping test site. The following procedure will allow you to predict the
drawdown at that well (or any well at a given set of coordinates).
[46] Return to the Pumping Test tab, and locate the Wells table.
Create a well with the following parameters:
Name: OW-2
Type: Observation Well
X: 700
Y: 850
R: 0.30
L: 50
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r: 0.25
[47] Select the Water Levels tab
[48] Select OW-2 from the list of wells.
Enter the following dummy data points for this well.
Time
1
200
400
600
800
1000
1200
1440

Water
Level
1
1
1
1
1
1
1
1

[49] Enter the Depth to static water level of 0.

NOTE: These values are dummy points. They are used to establish the time
period in which you are interested - the water level values are irrelevant since you
are going to PREDICT them. AquiferTest simply requires Water Level data to
accompany the Time intervals.
[50] Click on the
(Refresh) button in the toolbar, to refresh the graph.
[51] Return to the Analysis tab
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[52] Check the box beside OW-2

[53] Click on the

(Automatic Fit) icon, to fit the data to the type curve.

The calculated values for the Transmissivity and Storativity for OW-2 are different
from those for OW-1, since the automatic fit attempted to fit the curve to the
dummy values you entered for the drawdown. To calculate the predictive
drawdown curve, you must change the Transmissivity and Storativity values for
OW-2 to match those of OW-1. You will assume that the aquifer parameters at
OW1 are the same as those at OW2.
Match your Results panel as shown below.
.

[54] Click anywhere on the Results navigation panel to apply the changes. The following
graph is produced:
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The upper curve is the predicted drawdown in the well at the new coordinates.
The actual data points for OW-2 have no bearing on the new drawdowns curve.
The curve is the predicted drawdown that would occur, if there were two pumping
wells, one running at 150 US gal/min for 24 hours, and another with the same
pumping rate, but for only 12 hours. You can see that the drawdown at OW-2 is
less than that observed at OW-1. This occurs because OW-2 is located further
away from the pumping wells, so the effect is not as pronounced.
[55] Print the desired reports by selecting the Reports tab and checking the boxes
beside the reports you wish to print.
[56] Click on the
menu.

(Print) button in the tool bar, or select File/Print from the main

[57] Save your project by clicking on the

the main menu.

(Save) icon or selecting File/Save as from

This concludes the exercise. The next exercise deals with using data corrections - a
new feature of AquiferTest. You have a choice of exiting the program, or to proceed to
the next exercise.

3.5

Exercise 5: Adding Data Trend Correction

This exercise demonstrates the Data Trend Correction feature in AquiferTest. The

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AquiferTest project for this exercise is already created; the exercise deals specifically
with the aspect of adding a data trend correction to the drawdown values. For more
information on the trend correction, please see Data Pre-Processing.
[1] Start AquiferTest, and select File / Open from the main menu, or click on the
Open) button in the tool bar.

[2] Browse to the folder ...\Users\Public\Documents\AquiferTest Pro\Examples, and

select the project: TrendEffects.hyt
[3] Click [Open].
The pumping test consists of one fully penetrating pumping well, pumping at 0.001 m3/s
for 30,000 s. Drawdown is observed at an observation well located 10 meters away.
[4] Select the Water Levels tab. Take a moment to review the time - drawdown data
for Well 2 that was observed for this pumping test.

[5] Select the Analysis tab and the Analysis Graph. Make note of the results obtained
for Transmissivity and Storativity, using Theis analysis.

You will now add the trend correction to the observed drawdown measurements.
[6] Return to the Water Levels tab. Add a Data correction, by clicking on the down
arrow beside the Add Data Correction button, and selecting Trend Correction.

The Calculate Trend dialogue will appear

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[7] In the Observation well drop-down menu, select Well 2 (your observation well)
[8] Follow the Click here link above the data table.
[9] Browse to the folder "...\Users\Public\Documents\AquiferTest Pro\Exercise Files"
and locate the file Trenddata.xls. This file contains daily measurements of time
(s) vs. water level (m) data, recorded by a logger, for 42 days.
[10] Click [Open]. You will see the data points displayed in the table and the calculated
trend line appear on a graph to the right of the table.

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Below the graph you will see the calculated Trend coefficient displayed. (If this is not
visible, click on the Click here to refresh the graph and update the results link
below the graph).
At the bottom of the dialog, there will be a label indicating if the trend is significant, which
is determined by t-test. In this example, the calculated trend coefficient is
-2.58 E-7 m/s (or -2.22 cm/day). The negative sign indicates that the water levels tend
to RISE by 2.22 cm/day. The trend is significant; as such, the drawdown values should
be corrected with the trend coefficient.
[11] Click [OK] to close the dialog.
[12] The correction data has been imported and the Time/Water Level table now has
two new columns - Trend correction, and Corrected drawdown used in
analysis.

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Corrected drawdown is calculated using the trend coefficient. To obtain the

corrected drawdown, the Trend Correction value is added to the observed
drawdown. In this example, the Corrected Drawdown is slightly greater than the
observed drawdown.
[13] Switch to the Analysis tab.
[14] Click on the
(Automatic Fit) icon, to fit the data to the type curve. Take
note of the new aquifer parameter values. In this example, the values are
unchanged, since the change in drawdown due to the trend is very slight.

[15] A Trend report may be printed from the Water Level branch of the navigator tree in
the Reports tab. This report will display the trend data with corresponding graph,
and the t-test statistics. An example is shown below.

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This completes the exercise. You may now exit AquiferTest or proceed to the
barometric correction exercise.

3.6

Exercise 6: Adding Barometric Correction

This exercise will demonstrate how to add a barometric correction to the observed
drawdown data. As with the previous exercise, the AquiferTest project has already
been created for you. The exercise assumes that you are familiar with the AquiferTest
interface. If not, please review Exercise 1.
[1] Start AquiferTest, and select File / Open from the main menu, or click on the
Open) button in the tool bar.

[2] Browse to the folder \Users\Public\Documents\AquiferTest Pro\Examples, and

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select the project: Barometric.hyt

[3] Click [Open]
The pumping test consists of one fully penetrating pumping well, pumping at 0.001 m3/s
for 30.000 s. Drawdown is observed at an observation well located 10 meters away.
[4] Once the project has loaded, go to the Analysis tab and the Analysis Graph. Take
note of the Transmissivity and Storativity values in the Results frame of the
Analysis Navigator panel

[5] Return to the Pumping Test tab and click on the button beside the Bar. Eff. field

The following dialog will appear

[6] Click on the Click here link above the table and browse to the folder
"...\Users\Public\Documents\AquiferTest Pro\Exercise Files", and locate the file
press-vs-wl.txt which contains the pressure and water level data. This data was
collected before the test.
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[7] Click [Open] to import the file

As the data loads into the table, the graph appears to the right of the table and
barometric efficiency (B.E.) is calculated and displayed below the graph. If this
does not occur, click the Click here link below the graph to refresh the display.
The calculated barometric efficiency is 0.60.
[8] Click [OK] to close this dialog, and notice that 0.60 now appears in the Bar. Eff.
field in the Aquifer Properties frame in the Pumping Test tab.
[9] Return to the Water Levels tab. Add a Barometric correction to Well 2, by clicking
on the down arrow beside the Add data correction button, and selecting
Barometric Correction.

The following dialog will appear

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[10] Click on the Click here link above the table and browse to the folder
"...\Users\Public\Documents\AquiferTest Pro\Exercise Files" and locate the file
time-vs-pressure.txt which contains the time vs pressure data. This data was
collected during the test. The data will load into the table, and plotted on the graph
window on the right side of the window, as shown below.

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[11] Click [OK] to close the dialog, and apply the correction. Two new columns will
appear in the Water levels table - Barometric correction and Corrected
drawdown used in analysis. An example is shown below:

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(For this example, the original water level is modified to show the trend and barometric
effect. The time was simply multiplied by 3.)
[12] Now, return to the Analysis tab.
[13] Click on the
(Automatic Fit) icon, to fit the data to the type curve. Take
note of the new aquifer parameter values.
[14] A Barometric Analysis report may be printed from the Water Level branch of the
navigator tree in the Reports tab. This report will display the trend data with
corresponding graph, and the t-test statistics. An example is shown below

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The next exercise will deal with the Hvorslev slug test analysis. You have the choice of
exiting AquiferTest or continuing on to the next exercise.

3.7

Exercise 7: Slug Test Analysis - Bouwer & Rice

This exercise is written with the assumption that you have gone through the first
exercise, and are familiar with the AquiferTest interface.
This exercise is based on the slug test data published in Fetter, Applied Hydrogeology,
3rd Edition, 1994, p. 250.
[1] Start AquiferTest, or if you already have it open, create a new project by clicking

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121

(New) icon in the toolbar or selecting File > New from the main menu.

[2] Create a new slug test by selecting Test > Create a Slug Test from the main
menu.
[3] Complete the fields for the Slug Test as follows:
Project Information frame
Project Name: Exercise 7
Project No.: 7
Client: ABC
Location: Your Town
Name: Hvorslev and Bouwer Rice Analysis
Performed by: Your Name
Date: filled in automatically
Units frame
Site Plan: ft
Dimensions: ft
Time: s
Transmissivity: ft2/d
Remaining units are not used, and can be left as is.
[4] In the Wells table a well has been created automatically. Ensure the type is Test
Well which can be chosen by activating the Type cell and then clicking to produce
a drop-down menu.
[5] Enter the following information for the well:
Name: TW
R: 0.083
L: 10
r: 0.083
[6] Click on the Water Levels tab to enter the water level data for the test well
[7] In this exercise you will enter the data manually. Type in the following information
using Tab key or arrow keys to move from cell to cell.
Time
0
1
2
3
4
5
6
7
8
9

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Water
Level
14.87
14.59
14.37
14.2
14.11
14.05
14.03
14.01
14.0
13.99

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[8] For the Static Water Level enter 13.99

[9] For the WL at t=0 enter 14.87

[10] Click on the

(Refresh) button in the toolbar, to refresh the graph. The calculated
drawdown appears in the Drawdown column and a graph of the drawdown
appears to the right of the data, as shown below

.
[11] Click on the Analysis tab
[12] In the Analysis Name type in Hvorslev. Notice that this name now appears in the
Analyses frame of the Project Navigator panel
[13] From the Analysis method frame of the Analysis Navigator panel choose
Hvorslev

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[14] Set the Max and Min values on both axes so that the graph fits comfortably on the
page.
[15] Click on the

(Automatic Fit) icon, to fit the data to the type curve.

[16] If you are not satisfied with the fit of the line, use Parameter Controls to adjust it.
[17] Once you are finished, the results in the Results frame of the Analysis Navigator
panel should display the calculated conductivity value:
K = 8.10 E+1 ft/d (81 ft /day)
The following table illustrates a comparison of the conductivity value with those that
are published reference.
Parameter AquiferTest Published*

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Conductivity
(ft/d)

8.1 E+1

7.9 E+1

*Fetter, 1994
[18] For this slug test data, you can also perform the Bouwer & Rice analysis.
[19] Create a new analysis by selecting Analysis/Create a New Analysis from the main
menu:

[20] In the Analysis Name field, type Bouwer & Rice. Notice this name now appears in
the Analyses frame of the Project Navigator panel
[21] Select Bouwer & Rice from the Analysis Method of the Analysis Navigator panel

[22] A warning message will appear, indicating Missing Parameter, Aquifer Thickness:

[23] Return to the Slug Test tab and locate the Thickness field in the Aquifer
Properties frame
[24] Enter a value of 10.0
[25] Return to the Analysis tab
[26] Select Bouwer & Rice in the Analysis frame of the Project Navigator panel

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[27] Click on the

(Automatic Fit) icon, to fit the data to the type curve.
[28] If you are not satisfied with the fit of the line, use Parameter Controls to adjust it.
[29] Once you are finished, the Results frame of the Analysis Navigator panel will
display the conductivity value:
K = 6.47 E+1 ft/d (64.7 ft/day)
[30] To print your reports go to the Reports tab
[31] Expand the navigator tree, and select the box beside Bouwer & Rice under
Analysis Graphs
[32] Check the boxes beside any other reports you wish to print

[33] Click on the

menu.

(Print) button in the tool bar, or select File/Print from the main

[34] Save your project by clicking on the

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the main menu.

3.8

Exercise 8: High-K Butler Method

The Butler High-K method (Butler et al., 2003) is an appropriate solution for the analysis
of slug tests performed in partially penetrating wells in formations of high hydraulic
conductivity where oscillating effects are usually encountered in drawdown data. This
exercise provides an example of slug test analysis using the high-k butler method on
oscillating drawdown data.
This exercise is written with the assumption that you have gone through the first
exercise, and are familiar with the AquiferTest interface.
[1] Start AquiferTest, or if you already have it open, create a new project by clicking the
New icon in the toolbar or by selecting File > New from the main menu.
[2] Create a new slug test by selecting Test > Create a Slug Test from the main
menu.
[3] Complete the fields for the Slug Test as follows:
Project Information frame
Project Name: Exercise 8
Project No:. 8
Client: ABC
Location: Your Town
Slug Test frame
Name: High-K Butler Analysis
Performed by: Your Name
Date: filled in automatically
Units frame
Site Plan: m
Dimensions: m
Time: s
Discharge: U.S. gal/min
Transmissivity: ft2/d
Pressure: Pa
Aquifer Properties frame
Thickness: 10.67
[4] In the Wells table, a well has been created automatically. Ensure the type is Test
Well which can be selected by clicking in the Type to produce a drop-down menu.
[5] Enter the following information for the well:
Name: Well 1
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R: 0.025
L: 5.61
b: 10.67
r: 0.025
B: 0.76

[6] Click on the Water Levels tab to enter water level data for the test well
[7] In this test, you will import data from an excel file. Click the
data... button

Import

[8] The Open dialog will appear on your screen. Navigate to the folder
...\Users\Public\Documents\AquiferTest Pro\Exercise Files\
[9] Select the HighK_data.xls file and then click the Open button. The water level data
will appear in the grid below
[10] In the Static WL [m] field type 0
[11] In the WL at t=0 [m] field, type 0.56
[12] Click the Refresh button from the toolbar. A graph of the drawdown appears to the
right of the data grid, as shown below

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[13] Click on the Analysis tab

[14] In the Analysis Name type High-K Butler. notice that this name now appears in
the Analyses frame of the Project Navigator Panel
[15] From the Analysis Method frame of the Analysis Navigator panel choose Butler
High-K

[16] Set the Min and Max values for both axes so that the graph fits comfortably on the
page
[17] Click on the

(Automatic Fit) icon, to fit the data to the type curve

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[18] If you are not satisfied with the fit of the line, use Parameter Controls to adjust it
[19] Once you are finished, the result in the Results frame of the Analysis Navigator
panel should display the calculated conductivity value:
K = 8.36E1 ft/d (83 ft/day)

3.9

Exercise 9: Derivative Smoothing

This exercise will demonstrate how to use derivative analysis tool to help in identifying
aquifer conditions and type curve matching. The AquiferTest project have already been
created for you. the exercise assumes that you are familiar with the AquiferTest
interface. If not, please review Exercise 1.
[1] Start AquiferTest, and select File / Open from the main menu, or click on the
Open) button in the tool bar
[2] Browse to the folder My Documents > AquiferTest Pro > Examples, and select
the project: Moench Fracture Skin.hyt
[3] Click the [Open] button

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This pumping test consists of a fully penetrating pumping well and an observation well
located 110 metres away.
[4] Once the project has loaded, select Analysis > Create a New Analysis from the
main menu
[5] From the Data from list, uncheck the UE-25b#1 (Pumping Well) so that only the
UE-25a#1 is selected

[6] Select the Diagnostic Graph tab to view the drawdown over time in log-log format

As you can see this diagnostic plot does not really give a clear indication of conditions of
the aquifer system, i.e,. it cannot be easily matched to one of the diagnostic plot
templates.

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To help determine the appropriate aquifer conditions, you will apply derivative smoothing
to the curve.
[7] From the main menu, select Analysis > Derivative... . The Derivative Settings
dialog will appear on your screen
[8] Select the Set each dataset separately option
[9] From the Method combo box, select the Bourdet Derviate (BOURDET 1989)
method
[10] Click the [Ok] button to apply the settings

The graph can be further enhanced by increasing the L-Spacing of the derivative
method.
[11] Select Analysis > Derivative from the main menu
[12] Change the L-Spacing value to 0.5
[13] Click the Ok button

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With the additional smoothing, the diagnostic graph clearly reveals double porosity
aquifer conditions.

3.10

Exercise 10: Horizontal Wells

Note: The Horizontal Wells pumping test solution is only available in the AquiferTest Pro
edition.
For general information about the horizontal well solution in AquiferTest, please refer to
"Clonts & Ramey (1986)".
In this example, a pumping test was performed in a confined aquifer underlain by an
impermeable confining unit with a single pumping well and no observation wells
screened over. The orientation of the pumping well screen is 90 degrees to the vertical
shaft. AquifterTest Pro will be used to analyze the pumping test results.
[1] Start AquiferTest, or if you already have it open, create a new project by clicking
the New icon in the toolbar or by selecting File > New from the main menu.
[2] Complete the fields for the Pumping Test as follows:
Project Information frame
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Project Name: Exercise 10

Pumping Test frame
Name: Clonts and Ramey Analysis
Performed by: Your name
Date: filled in automatically
Units
Site Plan: m
Time: min
Transmissivity: m 2/d
Dimensions: m
Discharge: m 3/d
Aquifer Properties
Thickness: 100
Type: Confined

[3] All new projects have one default pumping well created in the Wells table (located in
the bottom half of this window). Define the following well parameters for this well:
Name: PW1
Type: Pumping Well
X [m]: 0
Y[m]: 0
Penetration: Fully
R [m]: 0.075
L [m]: 75
b [m]: 50
Horizontal: Checked
Direction: 90
Your window should look similar to the one shown below.

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Next you will assign the discharge record to the pumping well.
[4] Click the Discharge tab at the top of the data input window. Ensure that the PW-1
well is highlighted
[5] Choose a Constant pumping rate of 1536 m3/day

Next you will assign water levels to the pumping well.

[6] Select the Water Levels tab.
[7] In the Static WL [m] field, type 0.
[8] In the Measurement point [m] field, type 0
You will now import water level information in the Time - Water Level (TOC) format
[9] Select File > Import > Import Data... from the main menu
[10] Browse to the "...\Users\Public\Documents\AquiferTest Pro\Exercise Files" folder
[11] Select the file horizontal.xls
[12] Click the Open button
Your window should look similar to the one shown below.

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[13] Click the Analysis tab

[14] Select PW1(Pumping Well) from the Data from list
The AquiferTest Analysis will show Time-Drawdown data on a linear-linear scale.

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[15] Above the Analysis Graph, select the Dimensionless option, by checking this box
[16] Under the analysis method, select Clonts and Ramey solution method

[17] Click the

Parameter Control button. The Parameter window will appear

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[18] Change the T, S and Kv/Kh values to 2.00E+3,1.05E-4 and 1.00E-1, respectively

[19] Click the X in the upper-right corner of the Parameter window to close the window
Finally, to improve the appearance of the analysis graph you will change some of the
display settings
[20] In the Analysis Navigator Panel, expand the Drawdown Axis item
[21] Change the Minimum to 10 and enable the gridlines
[22] Now, expand the Time Axis item
[23] Change the minimum to 0.0001, value format to 0e-0 and enable the gridlines
Your window should look similar to the one shown below.

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This concludes the horizontal well exercise.

References:
Clonts, M.D. and H.J. Ramey (1986) Pressure transient analysis for wells with
horizontal drainholes. Paper SPE 15116, Society of Petroleum Engineer, Dallas, TX
Daviau, F. Mouronval, G. Bourdaor, G. and P.Curutchet (1988) Pressure Analysis for
Horizontal Wells. SPE Formation Evaluation, December 1988: 716 -724. Paper SPE
1425, Society of Petroleum Engineer, Dallas, TX.
Kawecki, M.W. (2000) Transient flow to a horizontal water well. Ground Water 38(6):
842-850.

3.11

Exercise 11: Wellbore Storage and Skin Effects

This tutorial provides an example of the Agarwal (1970) pumping test analysis method
for wellbore storage and skin effects. For more general information on this solution,
please refer to "Wellbore Storage and Skin Effects (Agarwal 1970)" section.

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A 15-day, constant rate (2592 m 3/d) pumping test was performed in a confined aquifer
underlain by an impermeable confining unit with a single pumping well and no
observation wells. Observations of drawdown versus time were only recorded in the
pumping well. AquiferTest Pro will be sued to analyses the pumping test results.
[1] If you have not already done so, double-click the AquiferTest icon to start AquiferTest
[2] When you launch AquiferTest, a blank project with the Pumping Test tab active
loads automatically
[3] In this step you will specify the information needed for the project and or/ the test. Not
all information is required, however it is helpful in organizing tests and data sets
In the Project Information frame, enter the following
Project Name: Agarwal Skin Analysis
In the Units frame fill in the following:
Site Plan: m
Time: s
Transmissivity: m 2/d
Dimensions: m
Discharge: m 3/d
In the Pumping Test frame, enter the following:
Name: Pumping Test 1
In the Aquifer Properties frame, enter the following:
Thickness: 100
Type: Confined
In the pumping well table, define the following:
Name: Pumping Well
Type: Pumping Well
X [m]:0
Y [m]:0
Penetration: Fully
R[m]:0.25
L[m]:80
b[m]: 100
r[m]: 0.25
B[m]:0.405
Your window should look similar to the one shown below.

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Next you will assign the discharge record to the pumping well
[4] Click the Discharge tab at the top of the data input window
[5] Make sure that Pumping Well is highlighted
[6] Type a constant discharge rate of 2592 m3/day

Next you will assign water levels to the pumping well.

[7] Select the Water Levels tab
[8] In the Station WL [m] field, type 0
[9] Select File > Import > Import Data..., from the main menu
[10] Browse to the "...\Users\Public\Documents\AquiferTest Pro\Exercise Files" folder
and select the skineffects.xls file
[11] Click the Open button. The waterlevel/drawdown data will appear in the data table
and will be plotted on the drawdown plot

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[12] Click the Analysis tab

[13] From the Data From list, select the Pumping Well (Pumping Well) check box
By selecting the Analysis Graph tab the AquiferTest analysis will show TimeDrawdown data on a linear-linear scale.

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[14] Select the Dimensionless checkbox from the tool bar above the Analysis Graph
If the drawdown decreases downward, reverse the dimensionless water level graph, so
that the drawdown increases upward.
[16] Expand the Drawdown Axis item in the Analysis Panel Navigator
[17] Select the Reverse checkbox
You AquiferTest window should look similar to the one shown below.

[18] Under the Analysis Method, select the Agarwal skin solution method
For a classical presentation of the Agarwal wellbore storage and skin effects, the
derivative of the type curve and data points should also be shown on the graph.

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[19] In the Analysis Navigator Panel, expand the Display item and enable Derivative
of the data points and Derivative of the type curve

Next you will adjust the parameters for this analysis

[20] Click the
Parameter Control button from the Analysis Graph toolbar. The
Parameter window will appear on your screen
There are 3 parameters that can be adjusted:
Transmissivity (T) - shifts the data curve up and down
SD - dimensionless wellbore storage factor; adjusts data points and curves left-right
SF - dimensionless skin factor; adjust the shape of the type curves.
[21] Change the T, SD, and SF values to 6.5E+1, 2.3E-3 and 1.9E+1, respectively.

[22] Click the X button in the upper right corner of the window to close the Parameter
window
You can also adjust the way the derivative curve is calculated.
[23] Select Analysis > Derivative from the main menu
[24] From the Derivative Settings dialog, select Bourdet Derviate from the Method
combo box.
[25] In the L-Spacing text box, type 0.2

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[26] Click the OK button

Now you will adjust the look of the analysis graph.
[27] From the Analysis Navigator Panel, expand the Time Axis item
[28] Change the Minimum to 100
[29] Turn on the gridlines by selecting the Gridlines checkbox.
[30] From the Analysis Navigator Panel, expand the Drawdown Axis item
[31] Turn on the gridlines by selecting the Gridlines checkbox

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Reference
Agarwal, R.G. (1970) An investigation of wellbore storage and skin effects in unsteady
liquid flow: I. analytical treatment. Society of Petroleum Engineers Journal 10: 279-289.
This concludes the wellbore storage and skin exercise.
If you have any unresolved questions about AquiferTest, please feel free to contact us
for further information:
Waterloo Hydrogeologic
Phone: +1 (519) 342-1142
Fax: +1 (519) 885-5262
General Inquiries: support@waterloohydrogeologic.com
Web: www.waterloohydrogeologic.com

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AquiferTest Pro Help

Example 12: Lugeon Test

Lugeon Test Tutorial
This exercise is written with the assumption that you are familiar with Lugeon Test
methodology and data requirements, and are familiar with the AquiferTest interface.
1.

Start AquiferTest, or if you already have it open, create a new project by clicking
the

2.
3.
4.

(New) icon in the toolbar or selecting File > New from the main menu.

Create a new "Lugeon Test" by selecting Test > Create a Lugeon Test from the
main menu.
Complete the fields for the Lugeon Test as follows:
For the Project Information Frame
Project Name: Lugeon Example
Project No.: 1
Client: ABC
Location: Your Town

5.

For the Lugeon Test Frame

Name: Lugeon Test Analysis
Performed by: Your Name
Date: filled in automatically

6.

For the Flow Meter Type Frame, choose "Volume" radio button.

7.

For the Units frame:

Site Plan: m
Dimensions: m
Volume: m3
Pressure: psi

8.

For the Geometry frame:

Pressure Reading: Borehole Transducer
Top: 0
Bottom: 8.5
Depth to GW: 4.25

9.

Fill in the details for the TestBore in the table at the bottom:
Name: BH-01

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X: 0
Y: 0
Elevation: 0
Benchmark: 0
B: 0.096
This completes the section for the project/test information. Once you are finished,
the Lugeon Test tab should appear as shown below:

10. Click on the "Lugeon Test Data & Analysis" tab from the top of the main window.
Define the following settings (at the top).
# of flow readings: 10
# of pressure steps: 5
Analysis Performed by: Your name
11. Enter the following data in the "Gauge Pressure" column, for the corresponding
step.
Step # Gauge Pressure
(PSI)
1
41.5
2
62.5
3
78.0
4
62.0
5
40.0

12. Next you will enter the flow readings into the main table; this can be done manually
"by-hand" which is recommended if you are copying directly from field notes.
Alternatively, if you have the data already in an Excel worksheet, you can copy from
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Excel and paste into the grid in AquiferTest (quicker and easier). Follow one of the
options below:
Manual data entry: Enter the following data shown in the table below, for
the "Flow Meter Readings".. This can be done manually (following the
data shown in the table below).
Start with the first empty row in the grid. This corresponds to the flow
readings for Step 1. Enter the value for Flow Reading 1, Step 1, then work
your way to the right, and enter the remaining Flow Readings for Step #1.
Once finished, proceed to the second row in the grid, and enter the flow
readings for Step 2.
Step Gauge
# Pressure

Flow Readings (m3)

1

10

(psi)
41.5

8.836 8.852 8.867 8.883 8.899 8.915 8.931 8.947 8.962 8.979

62.5

9.023 9.043 9.062 9.083 9.103 9.123 9.144 9.164 9.184 9.204

78

9.252 9.276 9.3

62

9.5

40

9.715 9.73 9.745 9.76 9.775 9.79 9.805 9.82 9.835 9.849

9.325 9.348 9.372 9.396 9.421 9.445 9.469

9.52 9.539 9.559 9.579 9.599 9.618 9.638 9.658 9.678

Importing from Excel: Browse to your installation folder, and locate the
"...\Users\Public\Documents\AquiferTest Pro\Exercise Files" directory
and open
LugeonTest.xls. This should load into MS Excel. Select the first flow
reading in cell B3 and drag a box to the last flow reading, in cell K7, to
select all flow readings for all the steps. The selection should appear as
shown below.

Select Copy (or Ctrl + C on keyboard) to copy the selection to the

clipboard.
Minimize your Excel window, and re-activate AquiferTest.
Select the cell corresponding to Flow Meter Reading 1, in Step 1,
adjacent to the Gauge Pressure Reading
Select the Paste button from the toolbar (or Ctrl + V on the keyboard) to
paste the data into the grid.
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13. When you are finished entering the data, the "Lugeon Test Data & Analysis" tab
should appear as shown below.

Notice that once the data has been entered, AquiferTest will automatically
calculate the Conductivity and Lugeon values for each step, average values
for all steps, and populated the diagrams at the bottom of the display.
14. You are now ready to do the interpretation. This involves assessing the Lugeon
Diagram and the Flow vs. Pressure Diagram, and comparing the observed
patterns to a set of "Diagnostic" images. You will see this data set is indicative of
"Turbulent" conditions.
15. Click on the "Turbulent" icon below the Lugeon Diagram, and this condition will be
added to the "Test Result Interpretation" at the bottom of the window. You will also
see the calculated average values for the average Lugeon value and Hydraulic
Conductivity
Lugeon: 5.8
Hydraulic Conductivity: 6.75E-7 m/s
Hydraulic Conductivity: 5.88E-2 m/d

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16. Click on the Reports tab, and select the Lugeon Test Reports as shown below (be
sure you have the "BH-01" item checked on and selected in the tree, under "Select
Printouts"

17. Click on the

(Print) button in the tool bar, or select File/Print from the main
menu. You may want to print to PDF, in which case, this option can be setup in the
Tools/Options.
18. Save your project by clicking on the
the main menu.

(Save) icon or selecting File/Save from

This concludes the Lugeon Test exercise.

If you have any unresolved questions about AquiferTest, please feel free to contact us
for further information:
Waterloo Hydrogeologic
Phone: +1 (519) 342-1142

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Fax: +1 (519) 885-5262

General Inquiries: support@waterloohydrogeologic.com
Web: www.waterloohydrogeologic.com

3.13

Additional AquiferTest Examples

Once you have completed the exercises, feel free to explore the sample projects that
have been included in the Examples folder. These examples encompass a wide variety
of aquifer conditions, and appropriate solutions. The following examples are available:
Agarwal-recovery.HYT: Confined Aquifer, Agarwal recover
Confined.HYT: Confined Aquifer, Theis Analysis
Leaky.HYT: Leaky Aquifer, Hantush - Jacob
Fractured.HYT: Fractured Aquifer, Warren Root Double Porosity
MultiplePumpingWells.HYT: Confined Aquifer, Multiple Wells
SpecificCapacity.HYT: Discharge vs. Drawdown, Single Well analysis
WellBoreStorage.HYT: Well Bore Storage, Papadopulos - Cooper
PartialPenetration.HYT: Partially Penetrating Wells, Neuman
Unconfined.HYT: Unconfined Aquifer, Theis with Jacob correction
SlugTest1.HYT: Bouwer & Rice, Hvorslev
SlugTest2.HYT: Bouwer & Rice, Hvorslev
StepTest.HYT: Variable Rate Pumping Test, Theis
CooperJacob.HYT: Confined Aquifer, Theis Analysis, but using a straightline method (similar to a Cooper Jacob analysis)
Moench Fracture Skin.HYT: Fracture flow, fully penetrating wells
Hantush Bierschenk.HYT: Hantush Bierschenk Well Loss solution
Hantush Storage.HYT: Leaky Aquifer, Hantush with storage method

Program Options
This section provides a detailed explanation of the various options in the GUI.
General Info and Navigating the GUI

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Options available in the main menu

4.1

General Info
Project Navigator Panel
The Project Navigator allows you to easily move around the project as it contains links
to most of its major components. The Project Navigator contains following frames:
Tests, Wells, Discharge rates, Water level measurements, Analyses, and
Additional tasks.

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Tests
This frame contains all of the pumping tests and slug tests for the current project.
Assign descriptive names to each test to allows for easy recognition.

Wells
This frame lists all the wells that are present in the project. Clicking on a well will
activate the first tab of the current test and highlight the row that contains this well in the
wells grid.

Discharge Rates
This frame lists all the PUMPING wells used in the current test. Clicking on the well in
this frame will activate the Discharge tab of the current test (applicable to pumping
tests only).

Water level measurements

This frame lists all the wells (pumping and observation) used in the current test. Clicking

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on the well in this frame will open the Water Levels tab of the current test.

Analyses
This frame lists the analyses that have been done for the current test. Clicking on an
analysis in this frame will open the Analysis tab of the current test.

The Analyses frame also contains links to some of the more common functions used in
a test.
Create a New Analysis: creates a new analysis for the current test
Define analysis time range...allows you to select a time range for the current analysis
(instead of using an entire dataset) in case some data points are unusable for the
curve fit. Clicking on this link will produce the following dialog:

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In this dialog, specify the time range that contains the data that you wish to INCLUDE
in the analysis.
Add comments...allows you to add comments about the current analysis
Additional tasks
Provides links to some of the most commonly used features of AquiferTest.
Import wells from file: allows you to import well data from an Excel or a Text file.
Clicking on this link will initiate the same process as selecting File/Import/Import
Wells from file... from the Main menu.
Create a pumping test... allows you to create a new pumping test in the project
Create a slug test... allows you to create a new slug test in the project
Contact technical support... displays information on how registered users can contact
SWS technical support
Data Entry and Analysis Tabs
The data entry and analysis window is organized into five or six tabs depending on the
type of test used. A pumping test has the following tabs: Pumping Test, Discharge,
Water Levels, Analysis, Site Plan and Reports. If slug test is selected there are only
five tabs, since there is no discharge in the slug test. Also, in the slug test the Pumping
Test tab is replaced by the Slug Test tab.
Pumping Test Tab
This tab allows you to lay the groundwork for the test. It contains such information as
project name, location, date, the units of the test, and aquifer and well parameters.

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Project Information
In this frame, specify the general information about the project, such as the project
name, number, person or organization for whom the project was performed, and the
location of the test.
Pumping Test
In this frame, provide a unique test name to facilitate navigation and your name as a
signature for the output. The Date reflects the date the test was conducted; use the
pull-down calendar to select a new date.

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Units
In this frame, specify the units for the collected data, and optionally convert the values to
different units for the output using the Convert existing values feature described
below.
Site Plan: specify units in which the well XY coordinates, elevation, and benchmark
were measured. Available units are:

Dimensions: specify the units in which the well and aquifer parameters were
measured. Available units are:

Time: specify the units in which the time was recorded. Available units are:

Discharge: specify the units in which discharge was recorded. Available units are:

Transmissivity: specify the units in which the transmissivity values will be calculated.
Available units are:

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Pressure: specify units in which pressure data was recorded. Available units are:

The Convert existing values checkbox allows you to convert the values to the new
units without having to calculate and re-enter them manually.
On the other hand, if you created a test with incorrect unit labels, you can switch the
labels by de-selecting the Convert existing values option. That way, the physical labels
will change but the numerical values will remain the same.
NOTE: The default units for new tests can be defined in the Tools/Options/General
window.
Any field that prompts you for (or displays calculated) values shows the units used in
square brackets [ ] unless the value is dimensionless.
Aquifer Properties
In this frame, enter aquifer parameters such as Thickness, Type (Confined,
Unconfined, Leaky, Fractured, Unknown), and Barometric Efficiency.
The diagram beside the frame displays different well geometry parameters that you will
be required to enter to describe the wells used in the project.
Wells Grid
This table contains the information about well geometry and location of each well in the
project.

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Name: provide a unique name for each well

Type: define the type of well. In a pumping test, the available types are:
Pumping well
Observation well
Piezometer
Not used
while in a slug test the available types are:
Test well
Not used
NOTE: In a slug test, only one well can have the Test Well status. To add additional
wells, create new slug tests.
The Default setting for the first well in the project is Pumping well. The default setting for
any well created thereafter is Observation well (or Test Well, for a slug test). To change
the well type, activate the Type field of the desired well and click again to produce a pulldown menu. From the menu choose the desired well type.

X [ ] - X coordinate of the well

Y [ ] - Y coordinate of the well
Elevation (amsl) [ ] - well elevation relative to sea-level
Benchmark [ ] - well elevation relative to a benchmark
Penetration - penetration type of the well (fully penetrating or partially penetrating).
The default is a Fully penetrating well.
R [ ] - the screen radius
L [ ] - screen length. For horizontal wells, the length of the horizontal filter section
from the middle of the well.
b [ ] - distance from the top of the aquifer to the bottom of the screen
r [ ] - casing radius
B [ ] - borehole radius
n - gravel pack porosity [%]
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Use r(w) check-box allows you to decide whether to use the effective radius. The
default setting is UNchecked.
Horizontal well - select if the well is a horizontal well
Direction - direction of the horizontal well in degrees; 0 corresponds to a NorthSouth orientation, whereas 90 corresponds to a East-West orientation.
Slug Test Tab
The Slug Test Tab contains the same frames as the Pumping Test tab. Project
information is carried over in new tests. The fields in the Units, Slug Test, and Aquifer
Properties frames return to their default values.
All wells created outside of the slug test change their type to Not Used. Any well
created in the slug test will have a default type of Test Well.

Discharge (Pumping Test only)

This window allows you to specify the type of discharge (constant or variable), and the
discharge rate for one or more pumping wells.

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You must select a pumping well for which the discharge data is to be entered.

If the discharge is variable, this tab is used to enter the time periods and values for the
discharge. AquiferTest also presents the time/discharge data graphically as it is
entered.

NOTE: AquiferTest will not allow you to enter any information in the discharge table
until Variable (radio button) is selected in the Discharge frame, i.e. the discharge table
(time and discharge columns) is active only if Variable is selected as the discharge
type.
Under the wells list, there is a drop-down menu where you can switch from the default

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Time vs. Discharge to Discharge vs. Water Level. Discharge - Water Level data is
required only for a single-well Specific Capacity analysis. See Specific Capacity, for
more details.

Water Levels Tab

In this tab, enter the water level data for the pumping and observation wells in the test.
Options in this tab allow you to import a dataset from an Excel or a data logger file, set
up the coordinate system, add data correction, and filter the data.

To proceed with data entry you must first select a well for which the data will be entered.

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The data can be entered in any of the following ways:

manually
cut-and-paste from Windows clipboard
importing data from a text file or Excel spreadsheet (*.txt, *.xlsx)
importing data from an ASCII datalogger (*.asc, *.txt) or Level Logger (*.lev), or Diver
Datalogger (.MON)
Import
The Import button is a shortcut to importing an Excel or a data logger file.

Selecting a coordinate system

To the right of the Import Data... button is a drop-down menu where you can choose
the coordinate system for the water level data. The options are:

Time - Water Level (TOC) - Top of Casing system:

Using the Top of Casing Datum, the top of the casing (TOC) elevation is designated as
zero, and the data will be imported as measurements from the top of the well casing to
the water level (i.e. depth to water level, the traditional format). After you import/enter the
data, you must enter a value for Depth to static water level. Then click on the
Refresh icon and AquiferTest will make the appropriate drawdown calculations, and
plot the data on the graph.
Time-Drawdown:
Using the Time-Drawdown system, enter the drawdown data instead of the depth to
water levels.
Time - Water Level (AMSL):
Using the Sea-Level Datum, the top of casing (TOC) elevation is designated as the
Elevation (amsl) you have entered for that well. AquiferTest will read this elevation from
the value you have input in the Wells table. After you import/enter the data, you must
enter the value for the Static Water Elev. Then click on the Refresh icon and

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AquiferTest will make the appropriate drawdown calculations.

Time - Water Level (Benchmark):
Using the Benchmark Datum, the top of casing (TOC) elevation is designated as the
benchmark elevation you have entered for that well. This elevation is relative to an
arbitrary benchmark that would have been established during a site survey.
AquiferTest will read this elevation from the value you have input in the Wells table.
After you import/enter the data, you must enter the value for the Static Water Elev. As
with the sea-level datum, AquiferTest will make the appropriate drawdown calculations
by calculating the difference between the static water level elevation and the water levels
recorded during the test.
Add Data Correction
The data correction drop-down menu is located to the right of the Coordinate system.
Using this menu you can add a user-defined data correction, trend correction, or
barometric correction to the dataset. For more details, see Data Pre-Processing.
[1] To add a User defined (Custom) correction click on the button Add data
correction itself (not the down-arrow beside it). The following dialog is displayed:

In this dialogue, choose the type of correction you wish to implement by selecting
the appropriate radio button. As you do so, a formula is displayed on the right hand

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side of the dialogue, and fields for variables involved in that formula appear below.
Define values for the required variables and choose whether to apply the correction
only to the currently selected well or to all wells in the pumping test.
When finished, click [OK] to apply the correction and return to the Water Levels tab.
For more details, see Customized Water Level Trends
[2] To add a Trend correction to the data, select the well and dataset, and select
Trend Correction from the Add data correction drop-down menu:

The following window will appear:

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Manually enter data in the grid or follow the Click here link above the table to
import a file that contains the time vs. water level correction data. Once loaded into
the table, the datapoints will be displayed on the graph to the right of the table and
the trend coefficient will be calculated. The trend significance is determined by a ttest statistical analysis. Press [OK] to apply the correction to your data and two
new columns will appear in your water levels table - Trend Correction and
Corrected drawdown used in analyses. From this point continue with the
analysis.
For more details, please see Baseline Trend Analysis and Correction
[3] To add a Barometric correction, you must first enter or calculate the barometric
efficiency (BE) of the aquifer. To do so, move to the Pumping Test tab and click
on the button beside the Bar. Eff. field.

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The following window will appear:

Manually enter data in the grid, or follow the Click here link above the table to
import a pressure vs. water level data file. As the data is imported into the table, it
is graphically displayed to the right of the table and the barometric efficiency is
calculated and displayed below the graph. Click [OK] and the coefficient will
appear in the Bar. Eff. field.

Return to the Water Levels tab, and select the appropriate well. From the Add
data correction drop-down menu choose Barometric correction to produce the
following dialog.

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Manually enter data in the grid, or follow the Click here link to the file that contains
the time vs. pressure data that was collected at the same time as the drawdown
data. As it is imported, the data will be presented graphically on the right. Click
[OK] to apply the correction to the drawdown data and return to the Water Levels
tab. You will see that there are two new columns - Barometric correction and
Corrected drawdown used in analyses.
For more details, see Barometric Trend Analysis and Correction.
Filter
The Filter check box is located to the right of the Data Correction menu and it allows you
to reduce the number of data points in the dataset according to a specific criteria. There
are two instances where filtering can be done in the program.
While importing a data-logger file
After manual data entry or importing a text/Excel file

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Clicking on the Filter link will display the following dialog:

In this dialog, you can specify the parameters for filtering.
There are several ways to filter data:
By time difference (linear or logarithmic scale)
By change in drawdown
By change in drawdown after a trend, barometric, or user defined correction has
been applied
To define a filter, select the desired filter option, and enter the criteria for that category.
Once the filter has been defined, click [OK] to return to the Water Levels tab.
After applying the filter, excluded data points will be temporarily hidden from the data
table and the plot.
You can activate/deactivate the defined filter using the Filter check-box:

For more details on filtering during importing a data logger file, see "Data Import"

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section.
Zoom and Pan
Zoom button allows to zoom in on a data set in the graph; after selecting the zoom
button, draw a box around the desired region, starting in the upper left and finishing in
the lower right. To zoom out, simply draw a box in the opposite direction; start at the
bottom right and end at the lower left.

Pan allows to shift the zoomed-in window, up, down, left, or right.

Depth to Static Water level

Enter the depth to the water level before the test began, for either a pumping or slug
test. This depth is subtracted from the Water Level measurements to obtain the
Drawdown values.
NOTE: The static water level should be entered before you proceed to enter / import the
time - water level data.
Water Level at t=0 (Slug tests only)
This field is located below Depth to static water level field and contains the water level at
the start of the measuring period of the slug test - i.e. immediately after the slug has
been inserted or removed.

This completes the Data Entry portion of the program. The next section describes the
analysis of the data and report generation.
Analysis Tab
The Analysis tab is dynamic and contains different options depending on the type of
test; however the general fields are the same. An example is shown below.

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Data From
Select which wells to use for the analysis (pumping tests only). All wells that contain
water level data will be listed in this window.

In a slug test there is only one test well and this well cannot be selected or unselected.

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Analysis Name
Assign descriptive names to the analyses.
Date
Reflects the date for the test; by default, AquiferTest will use the date that the project
was created. The pull-down calendar allows you to select a different date.
Analysis performed by
Allows you to enter the name of the analyst.
Recovery period only
This check box allows you to analyze only the data recorded after the pump was turned
off. In this case, the recovery data will be analyzed using the Agarwal Recovery method.
For more information on this analysis method, see Agarwal Recovery Analysis.
AquiferTest provides two graphing methods for the analysis: Diagnostic Graph and
Analysis Graph.
Note: You can hide the general meta data fields (described above), i.e., Date, Analysis
Name, Data From etc., to allow more screen space for the diagnostic and analysis
graphs. To do so, click the
Show/Hide button located in the top-right corner of the
Analysis tab.

Diagnostic Graph Tab

This tab allows you to view the data displayed in the log-log or semi-log graph. The right
side contains the diagnostic graphs with theoretical drawdown curves for different
aquifer conditions. Interpreting the data and the diagnostic graphs should help you
identify the assumptions that should be made about the data and thus, to choose the

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appropriate analysis method.

The diagnostic graph displays the drawdown values on a log-log (or semi-log) scale, as
well as the derivatives of those values. For more details, please see Diagnostic Plots.
Analysis Graph Tab
The Analysis Graph tab consists of a tool bar, graph area, message window, and an
Analysis Navigation panel.

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The Analysis Graph tab contains a toolbar with access to several features; these are
highlighted below and further explained in the following sections.
Fit

The
(Automatic Fit) button is the first in the tool bar; clicking this button will
automatically fit the curve to your data set, and calculate the aquifer parameters.
AquiferTest uses the downhill simplex method which is a minimizing algorithm for
general non-linear functions. For more details, please see: J.A. Nelder, R. Mead, A
Simplex Method for Function Minimization, Computer Journal 7 (1965) 308.
If you are not satisfied with the autmatic fix, you can perform a Manual Fit your curve by
clicking-and-dragging using the mouse. Please note that you must be in dimensionless
view to move the curve using your mouse.
Fit Settings
If you expand the Fit button, you should see a "Fit Settings" button as shown below.

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The following dialog will appear

Use these settings to define the lower and upper bounds for the parameter values that
you are attempting for the fit; you can also adjust the number of iterations and the error
tolerance (these settings are explained in the Tools/Options section)
Exclude

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The
Exclude button allows you to exclude datapoints based on a time range.
When clicked, it will load the following dialog.

Enter the range of exclusion in the Start and End fields and press Add. The defined
period will appear in the Time Range list.

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Select the defined period and click [OK] to apply it. This will exclude data points
between 400 and 800 minutes from analysis. They will still be displayed on the graph
but will no longer be considered when the automatic fit is applied.
Comments

Click on the
(Comments) button, to load a dialog where you can record
comments for the current analysis. You may alternately select Add Comments... from
the Analysis frame of the Project Navigator.

Apply Graph Settings

The pull-down menu to the right of the Comments... button allows you to select from a
list of graph settings. When AquiferTest is installed on your computer, there will be two
default graph settings: Log-Log and Semi-Log. As you continue to use the software, you
can save your settings using the

(Save the graph settings as a template) icon.

The following dialog will appear where you can provide a unique name to your settings.

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The new settings will now appear in the pull-down Settings combo box. To retrieve and
apply settings for the current analysis graph, select a template from the list.
By using different graphical interpretations, you may be able to gain a better
interpretation and analysis of a data set. For example, in comparing the Cooper Jacob
to the Theis analysis, you can see that both methods generate similar results. As these
are graphical methods of solution, there will often be a slight variation in the answers,
depending upon the accuracy of the graph construction and subjective judgements in
matching field data to type curves. (Fetter, 1994).
For an example of a semi-log straight line analysis (similar to the Cooper Jacob straight
line method), see the example CooperJacob.HYT in the ......
\Users\Public\Documents\AquiferTest Pro\Examples folder.
Parameter Controls

Click on the
(Parameter controls) button to load a dialog where you can manually
adjust the curve fit, and modify the Storativity, Transmissivity, Conductivity and other
parameters that are displayed in the Results frame of the Analysis Navigator window.
This feature allows you to apply your expertise and knowledge of the site conditions to
obtain more accurate values for the above stated parameters.
Clicking on this icon will produce the following dialog box.

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Parameters can be adjusted using the slider bars or the arrows beside the fields. The
values can also be manually entered into the fields.
When the parameters are set to the desired values they can be locked for use in
predictive analyses by pressing on the

(Lock) icon beside the values.

The value becomes locked and the icon changes to

When a parameter is locked, it will not be modified during an automatic fit. To unlock the
parameter, simply click on the lock button again.
The tabs at the top of the window are used to switch between the wells. Right-clicking
anywhere in the dialog will allow you to switch to a View by Parameter view of the
dialog.

Now you can manipulate the parameter in both wells at the same time. The tabs at the
top of the window are used to switch between parameters. This feature is useful is you
wish to set a parameter to the same value in both wells.
Show Family of Type Curves

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Click the
Show/Hide Family of Type Curves button to load a pre-defined set of
Type Curves for certain analyses. See Automatic Type Curves for more details.
Derivate Smoothing Settings

Click the
Derivate Settings button to load the input for the Derivative Smoothing
options. See Derivative Analysis... for more details.
Scatter Diagram

Click the
Scatter Diagram button to load a scatter diagram of the current fit. The
diagram plots the observed drawdown values (X-axis) against the calculated drawdown
values (Y-axis), providing a visual representation of the quality of the fit. The 45 degree
line colored red represents an ideal scenario, where the calculated values equal the
observed values. However, this is not likely to happen in many real-life scenarios. If the
data points appear above the line, then the calculated values are larger than the
observed values, which may indicate that the model is over-predicting. If the data points
are under the line, then the calculated values are less than the observed values, which
may indicate that the model is under-predicting.
The scatter diagram can also be viewed in the statistics report, which can be accessed
by selecting Analysis / Statistics from the main menu.
Note: The Scatter Diagram is only available for analysis methods with model functions,
e.g., Theis, Hantush, etc. It is not available for the legacy methods (straight line
methods), e.g., Cooper & Jacob, Hantush Bierschenk, Specific Capacity, Slug Tests,
etc.

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Set to Analysis Mode

Click the
Set to Analysis Mode button to load a scatter diagram of the current fit.
The diagram plots the observed drawdown values (X-axis
Zoom, Pan, Set Zoom Axis

Zoom button allows to zoom in on a data set in the analysis graph; after selecting
the zoom button, draw a box around the desired region, starting in the upper left and
finishing in the lower right. To zoom out, simply draw a box in the opposite direction;
start at the bottom right and end at the lower left.

Pan allows to shift the zoomed-in window, up, down, left, or right.

Set zoom window as axis extents button can be used to define the plot axis
(Time, Drawdown), based on the current zoom extents.

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Dimensionless

Click on the

Dimensionless checkbox to enable this mode.

Message window
The message window displays all the messages, warnings, and error reports that occur
while you conduct the data analysis. This message fades after five seconds.

Analysis Navigator panel

The Analysis Navigator panel is located to the right of the graph area. It contains all the
functions that control the analysis of the selected data and the display on the screen.
The Analysis Navigator contains following frames:
Analysis method
Results
Model Assumptions (pumping test only)
Time axis
Drawdown axis
Diagram
Display
Type curves

In the image above, all frames are shown collapsed. To view the contents of each

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frame, click on the + beside the name of the frame to expand it. In the following
section, the components of each frame will be discussed.
Analysis method frame
Pumping Tests

Slug Tests

The analysis frame contains all analysis methods available for the current test. The
available test methods differ for pumping tests and slug tests. To select a test method
for the analysis, simply click on the analysis you wish to use, and it will become
highlighted in blue. To learn more about the analysis methods available in AquiferTest,
see Pumping Tests: Theory and Analysis Methods.
Results

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In the Analysis Panel, there is one Result frame for every data set (observation well) in
the test. The values listed in the Results frame vary depending on the analysis used.
These values can be altered using Parameter Controls as described above.

Model Assumptions (Pumping Tests only)

This frame lists the assumptions for the analysis you have chosen.

These assumptions change depending on the selected analysis method, and can be
altered based on the knowledge of the aquifer in question. For example, if you
conducted a pumping test near a recharge boundary, start with a basic Theis analysis;
if the data is characteristic of a boundary effects, then modify the Aquifer Extent
assumption, and attempt a new curve fit. If the automatic fit fails, then attempt a manual
curve fit using the parameter controls.
To change the assumption, click on the right portion of the assumption you wish to
change, and select a new assumption from the list. The analysis view will refresh
automatically. To learn more about analysis methods and their assumptions, see
Pumping Tests: Theory and Analysis Methods.
Time axis

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Time axis frame specifies parameters for the horizontal axis of the analysis.
Title - axis title that is displayed on the graph
Title Font - the font for the axis title
Scale - switch between linear and log scale. To switch, click on the right portion of the
Scale line to produce a drop-down menu and choose the alternate system.
Minimum - minimum value on the axis
Maximum - maximum value on the axis
Show Values - show/hide axis values
Value Font - font for axis values
Value format - specify the number of decimal places the axis values
Major unit - number of divisions on the axis
Gridlines - display vertical gridlines on the graph
Drawdown axis

Drawdown axis frame specifies parameters for the vertical axis of the analysis.
Title - axis title that is displayed on the graph
Title Font - the font for the axis title
Scale - switch between linear and log scale. To switch, click on the right portion of the
Scale line to produce a drop-down menu and choose the alternate system.
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Minimum - minimum value on the axis

Maximum - maximum value on the axis
Show Values - show/hide axis values
Value Font - font for axis values
Value format - specify the number of decimal places the axis values
Major unit - number of divisions on the axis
Gridlines - display horizontal gridlines on the graph
Reverse - set the origin (0,0) to the bottom-left corner or the top-left corner of the
graph.
Diagram

Diagram frame allows you to format the graph and the area immediately around it. The
parameters in the frame control the following parameters in the graph area:

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The graph width and height control the graph size.

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Display

Display frame allows you to specify what information will be displayed on the graph.
Data Series - show/hide time drawdown data points
Type Curve - show/hide the type curve
Derivation of data points - display the derivative of the time drawdown data points
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Derivation of type curve - display the derivative of the type curve

Derivative ... - loads the Derivative Smoothing Settings. See Derivative Analysis... for
more details
When data pre-processing is applied, another option, Measured Data, will be
presented. This option allows you to display the original measured data along with the
corrected.
The Display frame is dynamic, presenting the appropriate display options for different
analysis methods.
Type curves

Allows you to overlay a type curve. Clicking on Add type curve will produce the
following dialogue:

Select the type curve and specify the display parameters for that curve. For more
details, see Pumping Tests: Theory and Analysis Methods.

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NOTE: You must have the Dimensionless mode active to see the added type curves.
This concludes the section on the Data Entry and Analysis windows. The next section
will discuss the Site Plan tab.

Automatic Type Curves

The family of type curves for traditional methods (Hantush, Neuman) can be
automatically displayed on analysis graphs without having to add them manually. To
enable the standard type curves, right-click anywhere on the graph and select Standard
Type Curves from the pop-up menu.
Note: This pop-up menu item will only be available when the graph is dimensionless
and for applicable methods (Hantush, Neuman).

Site Plan Tab

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The Site Plan tab allows you to load a map for the project, and optionally display
contours of the drawdown data for your tests.
For information on how to use the Site Plan tab, please see Mapping and Contouring.
Reports
The Reports tab allows you to customize the printed output of your project.

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The individual reports templates are organized in the form of a tree where you can
select one or more of the reports you wish to print.
You can scroll through multi-page report components (e.g. water level data report for
hundreds of data points) using the Next Page / Previous Page buttons above the
Preview window.
The company header and logo for the reports can be defined in the Options dialog,
available under the Tools menu.
AquiferTest includes several pre-defined report templates; the report template structure
cannot be modified; however, using the Layout drop-down menu (in the upper right
corner), you can specify which components to show/hide in the various reports.
Layout/Wells - specify what information you wish to be printed in the Wells report.

Layout/Trend Analysis - specify what information you wish to be printed in the Trend
Analysis report

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.
Layout/Barometric effects report - specify what information you wish to be printed in
the Barometric Effects report.

Layout/Analyses Results - specify what information you wish to be printed in the

Analysis report.

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Report Titles - allows you to modify some of the titles of the report templates:
Analysis, Water Level Data, and Discharge Data: .

The Report tab is test specific, i.e. it offers the options to print components only for the
currently selected pumping or slug test.
To print specific reports, place a check mark beside the desired report, and click the
(Print) button, or select File / Print from main menu.
This concludes the description of the tabs. In the next section the main menu items will
be discussed.

4.2

Main Menu Bar

File Menu
The File menu contains the following items:

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New
Create a new project. To return to the existing project, select Open Project.
AquiferTest projects are saved with the extension .HYT.
Open
Open an existing AquiferTest project. Recently opened projects appear at the bottom
of the File Menu.
Close
Close the current project.
Save
Save the current project.
Save As
Save the current project as a new file name.
Import
The import menu contains several options. You can import one of the following:
Well locations and geometry (from an .ASC, .TXT, .XLS, .XLSX or .SHP file)
Site Maps
Water Level data
Data Logger File
Importing Well Locations and Geometry
You can import well locations and geometry into your project from two locations:
File/Import/Import Wells from file menu option
By right-clicking on the Wells grid and selecting Import Wells from file
Selecting Import wells from file from the Additional tasks frame of the Project
Navigator.
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Using one of the methods listed above, the following dialogue is produced in which
you can select the file (either .ASC, .TXT, .XLS, .XLSX, or .SHP file) containing your
well information:

Once selected, the Wells Import dialog will open as shown below.

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The data to be imported falls into the following categories:

Well name
Well coordinates (X and Y)
Elevation
Benchmark elevation
Well geometry (L, r, R, b, and Gravel Pack Porosity)
In the Wells Import dialog, match the data columns in the source file to the format
required by AquiferTest.
The source file can be a Text file, Excel file or Shapefile, with one row allocated for each
well.
[1] In the first column, select the wells you wish to import.
[2] The screen on the left shows the data set-up in the file. The Field mapping area on
the right allows you to specify which columns in the file contain the data required
by AquiferTest.
[3] If the first row in the data file contains names of the fields, check the box beside First
row contains headers
[4] Click [Import] to complete the operation.
[5] Review the data in the Wells table to verify if the data was correctly imported.
Import Map Image...
You can import a map image in two ways:
File/Import/Map Image... menu option
Load button in the Site Plan tab of the project
[1] Using one of the methods listed, a dialog will load, in which you can navigate to the
appropriate file.
[2] Select the file, then click [Open] to produce the following dialogue:

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AquiferTest will scan the image for the number of pixels in the image, and assign 1
length unit per pixel, in the X and Y axis, by default.
[3] To georeference the image, enter the coordinates for the maps bottom left and top
right corner. NOTE: If you load an image with a corresponding world file (eg.
TFW), then the georeference points will be automatically defined.
[4] Press [OK]
The map will be loaded in the Site Plan tab of the project. For more information on map
options and well symbols, see Mapping and Contouring.
Import Water Levels...
You can import water level data from an ASCII text file, or Excel spreadsheet, into your
project from three locations:
File/Import/Import Data... menu option
Clicking on the Import Data button in the Water Levels tab of the project
Right clicking on the Water Level table and selecting Import data

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[1] Using one of the methods listed, a dialog will load, in which you can navigate to the
appropriate file.
[2] Select the file, then click [Open]
NOTE: Ensure that you are in the Water Levels tab and that the appropriate well is
selected before importing water level data.
This procedure will copy the data into the Water Level table.
Text and Excel Import Format
To import data from a file, it must be set up in a specific format. The source data must
be in a text (.TXT) or MSExcel (.XLS, .XLSX) file, containing two columns of data.
The first column must be in column A (far left side of the page) and it must contain the
elapsed time data.
The second column must be in column B (immediately adjacent to the time data,
separated by Tab), and it must contain water level data. This may be in the format of
depth to water level, drawdown, or water elevations (amsl or above a benchmark). An
example is shown below.

NOTE: Be sure to select the water level coordinate system for the source file
before importing (i.e. Time - Water Level (TOC) Time - Water Level (amsl), etc.)
from the drop-down menu above the measurements window. For more information
on the coordinate system see "Coordinate Systems".

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The source file may contain a header in the first or second row; AquiferTest will
ignore this during the import.
AquiferTest will not convert data from different units during the import. If the units in
the source file are different from that defined in the current pumping/slug test, you
can either change the units later, or ensure they are properly defined before
importing.
Import Data Logger File
You can import a data logger file into your project from three locations:
File/Import/Data Logger File menu option
By selecting Import Data Logger File from the Import drop down menu in the Water
Levels tab of the project
Right-clicking on the Time/Water Levels table and selecting Import Data Logger File...

[1] Using one of the methods listed, a dialog will load in which you can navigate to the
appropriate file.
[2] Select the file, then click [Open] to launch the six-step data logger wizard described
below.
AquiferTest supports the following formats:
Generic Text (.TXT., .ASC)
Diver Datalogger (.MON):
Mini-Diver(14)
Micro-Diver(15)
(M)TD-Diver(10)
TD-Diver(07)
Cera-Diver(16)
The pre-defined Diver import settings assume that the water levels are measured relative to
Top of Casing, and are ; if your Diver data set uses another datum, then you should manually
re-import the file and update/overwrite the Logger wizard settings.
Logger File Wizard - Step 1
In the first step, specify the row number where you want to start importing. This is useful
if there is header information in the logger file, that should be ignored.

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At this step, you can also Load Import Settings saved from a previous import session.
This eliminates the task of manually specifying individual settings at each step - a
tremendous time-saver when importing multiple datalogger files of the same format.
If your data was recorded using a Level Logger or Diver datalogger, you have the option
of selecting one of these pre-defined import settings:

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If you are using a Diver Datalogger or Level Logger, choose the correct model for your
data logger. AquiferTest will then load the appropriate data settings for this logger file,
including the starting row, delimiter, date format, and column locations. Simply press
the [Next>] button to confirm that your file matches the pre-defined import settings in
AquiferTest.
If you have previously saved your settings, locate them in the Load Import Settings
drop-down menu. If there are no errors in the settings, the Import button will be
activated. Press the Import button to import the file. If there are errors, the Import
button will not activate and you will need to determine the source of the error, by
manually going through the six steps.
Logger File Wizard - Step 2
In the second step, specify the data delimiter. Knowledge of which data delimiter is used
by your data logger is not required. Under Separators, simply click to choose the
delimiter options until the data preview becomes separated into columns of date, time,
and water level. The correct delimiter when chosen will separate the data columns
automatically.

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Logger File Wizard - Step 3

In the third step, click on the column header representing the Date. The word Date will
appear in the column header title box. The Date format also needs to be selected; the
Logger File Wizard supports the following formats as shown below.
You can also specify the date separator; available options are / and "."

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Logger File Wizard - Step 4

In the fourth step, click on the column header representing the Time. The word Time
will appear in the column header title box.
At this step, you can also specify what decimal separator is used for the time values, in
the case that logger recorded fractions of a second.

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Logger File Wizard - Step 5

In the fifth step, click on the column header representing the Depth to WL data. The
title Depth to WL will appear in the column header title box. The Unit for the water level
data also needs to be selected; the Logger File Wizard supports the following formats:
m
cm
mm
inch
ft
yrd

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Data will be converted to the units defined for the current test.
At this step, you can also specify what decimal separator is used for the water level
measurements; options are decimal or comma.
At the bottom of this window, specify the Co-ordinate system used during the data
collection:

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The default system is Top of Casing Datum; however if your data logger recorded data
as water level elevation, then you have the option of importing the data in these formats
as well.
Using the Top of Casing Datum, the top of the casing (TOC) elevation is designated
as zero, and the data will be imported as measurements from the top of the well
casing to the water level (i.e. depth to water level, the traditional format). After you
import/enter the data, you must enter a value for Depth to static water level. Then
click on the Refresh icon and AquiferTest will make the appropriate drawdown
calculations.
Using the Sea-Level Datum, the top of casing (TOC) elevation is designated as the
elevation (amsl) you have entered for that well. AquiferTest will read this elevation
from the value you have input in the Wells section. AquiferTest will make the
appropriate drawdown calculations by calculating the difference between the static
water level elevation and the water levels recorded during the test.
Using the Benchmark Datum, the top of casing (TOC) elevation is designated as the
benchmark elevation you have entered for that well. AquiferTest will read this
elevation from the value you have input in the Wells section. This elevation is relative
to an arbitrary benchmark that would have been established during a site survey. As
with the sea-level datum, AquiferTest will make the appropriate drawdown
calculations by calculating the difference between the static water level elevation and
the water levels recorded during the test.
NOTE: Please ensure that you have entered the necessary Well details (elevation

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(amsl) or the benchmark elevation) BEFORE you import/enter your data.

Logger File Wizard - Step 6
In the sixth step, specify which data values are imported. If the file contains many
duplicate water levels (typical for a logger file), you may want to filter the data as shown
below. You can filter the data by either change in time or change in water level.

The number of datapoints that can be imported by AquiferTest is limited by available

system resources. However from a practical point of view, importing duplicate
datapoints is not useful in a conventional aquifer analysis. You should try to minimize
the number of datapoints imported for each analysis as the performance decreases
with increased data points. Applying one of the import filter options under Import will
allow you to reduce the number of datapoints imported. You can also apply a filter after
the data has been imported. See "Data Filter" section for more details.
Click on the Save icon in the lower-left corner, to save the settings that you have just
used for the datalogger import:

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Enter a name for the personalized settings, and click [OK] (My_Settings, for example).
These settings can be recalled in the future and used for importing data sets in a similar
format (see Logger File Wizard - Step 1). Alternatively, you can use the DropZone
feature as explained below.
To finish the import process, click [Import] and the datapoints will be imported into your
project. You should see a confirmation message, similar to the example below,
displaying the number of records imported and the number of records that were
ignored.

DropZone

The DropZone feature streamlines importing of datalogger files that follow the same file
format. Once you imported a specific data logger file and saved the import wizard
settings, you can use the DropZone feature to simply drag-and-drop a logger file onto
the appropriate logger template. AquiferTest will read the file and automatically import
the data without you having to manually click through the Data Logger wizard each time.
An example is shown below.

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By default, AquiferTest includes pre-defined Logger Wizard settings settings for several
Diver Dataloggers. Each pre-defined Logger import wizard entry will appear as a
separate entry on the DropZone panel.
Before using this feature, you will want to setup the appropriate DropZone settings in the
Tools/Options. Click on the Appearance tab, and at the bottom of this window, you will
see the Drop zone settings.

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Display Drop zone: by default this is checked, which will set DropZone visible. When
un-checked, this will hide the Drop zone panels in the Water Levels tab)

Use Test date/time as import starting point; when selected, AquiferTest will use the
Date and Time that are defined in the Test tab (as shown below) as the starting time
for measurements, and import only data which are recorded after that point.
If this option is not checked, then AquiferTest will read the date/time from the source
file and use the first point in time as the starting date/time value. In AquiferTest t=0 is
the start of the pumping period.

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Creating your own DropZone Setting

In order to add and use your own data logger format with the DropZone, follow the steps
below:
1. Import the DataLogger file as explained in the Import DataLogger File At the end of the
import, save the Imported Settings as a template for re-use (as described in Step 6)
2. These new settings will appear in the DropZone panel, with the name you defined in
3. Ensure you have the Water Levels tab selected in AquiferTest.
4. Open Windows Explorer, browse to the file that you want to load into AquiferTest.
5. Position the windows so that you can see the AquiferTest window and Windows
Explorer simultaneously (as shown above).
6. Click on the file, and drag into the AquiferTest program, and Drop it on the panel that
corresponds to the appropriate Logger format.
7. Once there, release the mouse button.
8. The data should be imported, and appear in the Water Levels tab.
9. You may need to define the depth to static water level in order to see the drawdown
for the well.

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Print
There are two ways that you can send your report to the printer:
Select File/Print
Click the

(Print) icon in the toolbar below the Main Menu.

Both options listed above will produce an output depending on which window is active in
the project:
Pumping (Slug) Test/Wells tab - prints the list of wells in the project accompanied by
the coordinates and geometry
Discharge - no output available
Water Levels - print water levels for the currently active well
Analysis - prints the current analysis graph and results
Pumping (Slug) Test/Site Map tab - prints the current map view. This could include
well locations, basemaps, and drawdown contours or color shaded map
Report - in the Report tab you have the opportunity to select from desired report
templates. To do so, expand the navigation tree in the left portion of the Reports tab
and select which printouts you wish to obtain, and press Print.
NOTE: A print preview of any printable report can be obtained in the Reports tab by
selecting the appropriate view from the navigator tree.
Print options are not available for Discharge plots or the plots in the Diagnostic Graphs
tab. Use the copy feature (Edit / Copy from the main menu), then paste these images
into a document or graphics editor.
Printer Setup
Selecting this option will load the dialogue to set-up your printer.
Exit
Exit the program. Ensure that you have saved the project before exiting.
Edit Menu
The Edit menu contains the following items:

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Copy
Copy the selected item from AquiferTest to the Windows clipboard. Depending on your
Windows System setup, the decimal sign used for the data will either be a period (.) or
a comma (,). You can change this within Windows by selecting Start > Settings >
Control Panel > Regional Options.
Paste
Paste data from the Windows clipboard into AquiferTest. With this command, only the
first two columns are transferred. Therefore, ensure that the first two columns of the
information on the clipboard are the desired columns of data. When pasting data from a
spreadsheet, the data must be in adjacent columns with the time data on the left and
the water level data on the right. When pasting data from a text editor, the columns of
data must be separated by tabs (tab delimited).
Delete
Delete an entry. Alternately, highlight the entry, then right-click and select Delete from
the menu that appears. Entries include Time/Water level measurements and Well data.
To delete a Test or an Analysis use the Delete Object option.
Delete Object
Delete objects such as analyses or tests.
Delete a Test
[1] Select Edit/Delete Object/Test...
[2] From the dialogue that has appears, choose the test you wish to delete:

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[3] Press Delete

Delete an Analysis
[1] Select the analysis to delete from the Project Navigator
[2] Select Edit/Delete Object/Analysis...
[3] From the dialogue that has appeared, choose the analysis you wish to delete

[4] Click Delete

Delete a Chart Template
To delete a graph settings template, follow the procedure below:
[1] Select Edit/Delete Object/Chart Template...
[2] From the dialogue that has appears, choose the template you wish to delete

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:
[3] Click Delete
NOTE: There is no undo function. Be sure that you select the appropriate object before
deleting.
View Menu
The View menu contains the following items:
Navigation Panel
Show or hide the Project Navigator.
Button Labels
When this item is selected, a label is displayed under each toolbar icon.
When this option is not selected, the toolbar buttons are displayed under the menu bar
without any labels. This saves space on the window.
Analysis Panel
Show or hide the analysis panel. The analysis panel is visible when the Analysis tab is
activated, and is located on the right side of the window.
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Analysis Status
Show the analysis status message box. The analysis status message box is visible
when the Analysis tab is activated, and an Autofit is performed. The information may be
advisory in nature, or may report the specifics of an error in the analysis. Errors are
usually caused by the absence of required data for a chosen analysis.

Analysis Parameters
Show or hide the analysis parameter controls. These controls allow you to manually
position the type curve, to your data.

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Depending on the test you can adjust the values for different parameters to see how this
affects the drawdown curve. Use the up and down arrow keys, or the slider bars, to
adjust the values and see the resulting drawdown curve change in the graph below.
The "Value Format" is used to adjust the display format for the parameters; the "Edit
Range" options can be used to define upper and lower bounds for the parameter values.
These settings are explained in the following sections.
Value Format
Use these settings to modify the display/appearance of the parameter values in the
AquiferTest GUI and in the analysis reports. Choose between scientific or numeric
format for the parameters, and also specify the number of decimal places.

Click on either [Scientific] or the [Numeric] button to choose the desired display format;
use the up/down arrows to set the desired decimal places.

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Edit Range
Use these settings to define lower and upper ranges for your parameter values, based
on your knowledge of reasonable ranges for the aquifer/aquitard materials that you are
analyzing.

The min and max values can be used to apply constraints when doing the automatic fit
and manual fit; when doing the automatic fit, by providing a reasonable range for the
parameter value, it will help to find a solution quicker.
The range of parameter values can also be defined in the Fit Settings, as shown below.

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For more details, please see Manual Curve Fitting.

Scatter Diagram
Show a scatter diagram of the current fit. For more information on the scatter diagram,
please refer to "Scatter Diagram".
Test Menu
The Test menu contains the following items:
Create a Pumping test

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Selecting this menu option will create a new pumping test. Another way to create a
pumping test is to select the link Create a Pumping test under the Additional tasks
frame, in the Project Navigator.
When this is done, the Pumping Test tab will appear, and all fields will be blank (except
the Project Information if you have already completed this in an earlier test).
In addition, any existing wells will be copied over to the new test, but will be set to Not
Used by default.
In the Pumping test notebook page, you can enter the details of the pumping test
including the Saturated Aquifer thickness, Units, and Wells. For more information see
"Pumping Test Tab" section.
The new pumping test will be saved in the existing AquiferTest project (.HYT file).
Create a Slug test
Selecting this menu option will create a new slug test. Another way to create a slug test
is to select the link Create a Slug test under the Additional tasks frame, in the
Project Navigator.
When this is done, the Slug Test tab will appear, and all fields will be blank (except the
Project Information if you have already completed this in an earlier test).
Any existing wells will be copied over to the new test, but will be set to Not Used by
default.
For a slug test, only one well can be selected as the Test Well. This is done in the
well Type column, in the Wells grid (in the Slug Test tab). Create a new slug test for
each additional test well.
For more information see "Slug Test Tab" section
Trend Correction
Load options for correcting water levels due to trend effects.

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For more details, please see Data Pre-Processing

Barometric Correction
Load options for correcting water levels due to the influence of barometric effects.

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For more details, please see Data Pre-Processing.

Analysis Menu
The Analysis menu contains the following items:
Create Analysis
Create an analysis for the current pumping test. Another way to create an analysis is to
select the Create a New Analysis link from the Analyses frame of the Project
Navigator.
Depending on which test is selected, this function will create a new pumping test
analysis or a new slug test analysis.
Create Analysis Considering Well Effects

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Creates an analysis using the Papadopulos-Cooper method, which accounts for wellbore storage. For more details see Theory and Analysis Methods.
Create Analysis for Specific Capacity
Creates a Specific Capacity analysis for the selected well. For more details, see
Specific Capacity.
Well Losses
Creates a Hantush Biershenk analysis for the selected well. For more details, see
Hantush-Bierschenk Well Loss Solution
Define Analysis Time Range
Defines a time range of data points for the selected data set. Another way to perform
this action is to select Define analysis time range from the Analyses frame of the
Project Navigator.
Selecting this option will produce the following dialogue:

In this dialogue you can specify the time range for points that should be included. The
excluded points will be removed completely from the analysis graph.
Fit

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Performs an automatic fit for the selected well. Alternately, you may click the Fit button
above the analysis graph.

If the Automatic fit fails to find a solution, the following dialog will appear. In this dialog,
you can adjust numerous parameters, then re-start the automatic fit:

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Change the start parameters: change the start value of any of the parameters for
the selected solution method
Lock one or more parameters: by locking the value for a specific parameter, this
will reduce the number of unknowns that the solution must solve
Increase the number of iterations: specify the maximum number of iterations, to
be used during the automatic fit. Higher iterations will result in slower processing
times, but may result in a solution.
Increase the tolerance: specify the tolerance value for the solution. The higher the
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value, the greater likelihood of obtainining a solution.

Inappropriate solution method: if all options above fail, then you may consider
adjusting the analysis assumptions to choose a new method
Exclude
Allows you to exclude certain data points from the analysis. Alternately, you may click
the Exclude button above the graph.

In the window that appears, define the time limit ranges that should be excluded.

NOTE: The excluded points will remain on the graph, but will be excluded from the
Automatic fit. To temporarily hide data points from the graph, use the Define analysis
time range option which allows you to limit the data Before, After, or Between
specified time(s).
Derivative Analysis...
Note: Derivative Analysis is only available in AquiferTest Pro

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Opens the Derivative Settings dialog. These settings allow you to specify a method
for calculating the derivative curve. Derivative smoothing reduces noise in the dataset
helping with diagnosing aquifer conditions and type curve matching.

You can apply derivative smoothing to all datasets in the analysis by selecting the Use
sample setting for all data option. To assign different methods to different datasets,
select the Set each dataset separately option.
AquiferTest provides three methods for derivative smoothing: Bourdet Derviate
(BOURDET 1989), Standard (HORNE 1995) and Regressive (SPANE &
WURSTNER 1993). For more information on these methods, please refer to the original
texts.
For each method, the differentiation interval or L-Spacing is the distance along the xaxis that is used in the calculation. A value of 0 uses the points immediately adjacent to
the point of interest. Larger values will have more of a smoothing effect but may cause a
loss of resolution.

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Comments
Allows you to add comments to the active analysis. Alternately, click the Comments
button.

In the window that appears enter any comments. These will appear when the Analysis
report is printed.
Statistics
Allows you to view statistics for the selected analysis, and current selected well. This
option may also be loaded by right-clicking on the Analysis graph, and selecting
Statistics.
The following Statistics window will appear.

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The summary report contains statistics for the automatic fit, as well as the delta S
between the observed drawdown, and the drawdown value on the modeled curve. A
scatter diagram is displayed at the bottom of the window, providing a visual
representation of the quality of the current fit.
NOTE: All data is converted to time in seconds, and length in meters.
The statistics summary may be printed as is, or exported to .TXT or .XLS format.
Display Standard Type Curves

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Allows you to show/hide a family of type curves for certain analysis.

Duplicate
Allows you to create a copy of thecurrent analysis.
Tools Menu

Options
Specify settings for various program options.
Reports tab

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This tab allows you to format the report printouts.

Page Margins - set Left, Right, Top, and Bottom margins

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Title Block - set up your company title the way you wish it to appear on reports. You
have the option of disabling the title block so that it doesnt print on every page of the
report. Change the font and size of the title by clicking on the Font button.
Logo/Logo Preview - define a logo that will be printed with the company info. Specify
the image file that contains the logo and choose the size in which it will be displayed.
Image files supported by AquiferTest include bitmap (.BMP), icon (.ICO), metafile (.
WMF), and enhanced metafile (.EMF). Generally your graphic should have a lengthto-height ratio of 1:1. If your logo appears on the screen but not on printed reports,
your printer may not be set up for Windows operation. If this occurs, ask your network
administrator for technical assistance.
Advanced/Wells - produces a dialogue that allows you to specify what information you
wish to be printed in the Wells report.

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Advanced/Trend Analysis - produces a dialogue that allows you to specify what

information you wish to be printed in the Trend Analysis report

.
Advanced/Barometric effects report - produces a dialogue that allows you to specify
what information you wish to be printed in the Barometric Effects report.

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Advanced/Analyses - produces a dialogue that allows you to specify what information

you wish to be printed in the Analysis report.

PDF Support - AquiferTest now allows you to print one or more report pages to a .PDF
file for easy distribution. In order to use this option, you must have a PDF printer
driver installed on your machine (such as Adobe). A free, popular PDF writer is
available for download, called CutePDF; see http://www.cutepdf.com/. Once this is
installed and enabled, you will see a new button on the toolbar, as shown below.
NOTE: If the new button does not appear select Tool > Options from the main tool bar.
On the Reports tabe locate the PDF support area near the bottom of the window and
click the "Enable" box.

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Click on this button when you are in the Reports tab; all the reports you have selected
will be combined into a single .PDF file. If you have multiple pumping tests or slug
tests in the project, then these will appear as separate items in the Report preview;
you can include multiple tests in the report and consolidate these into a single .PDF
file.

General Tab

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Contains general program settings such as:

File location - specify default folder for saving/opening projects
Additional options
Load the program as full screen
Display notifications (warning messages) in the Analysis tab
Create back-up files of your project with extension .BAK
Show/hide units on plot axis labels
Enable the Autosave feature and specify the time interval
Load Dimensionless view when creating new analysis
Display settings on switching to
Select a graph template to be used when you switch to Dimensionless

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view, Recovery Analysis, or Cooper Bredehoeft Papadopulos Slug Test

Default method for unconfined, anisotropic aquifer analysis: Choose between Neuman
or Boulton. The selected analysis method will be used by default, whenever
unconfined, anisotropic is set for the model assumptions
Use NEUMAN table interpolation option provides a much faster, slightly
less accurate NEUMAN solution,
Default Units: set the units that are loaded with each newly created test
Constants tab

Define the physical and mathematical constants that AquiferTest uses for different
computations.
The density of water and acceleration due to gravity are used e.g. in the barometric
pressure correction calculations
The confidence interval of the t-test is used in the trend correction.
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Automatic fit: specify the maximum number of iterations, to be used during the
automatic fit, and display a progress bar in the Analysis graph window. Higher
iterations will result in slower processing times.
Parameter Factor: Set a factor for adjusting parameter values; this is used in the
Analysis Parameter controls, when doing the manual adjustment of the curve fit and
aquifer parameters. The default interval value is 1.5.
Cooper Jacob:
Set a value for u for the validity line. Value must be between 0.01 and 0.1
Select the option for determining closest point, for the Cooper Jacob
Distance Drawdown analysis. When using this method, you are required
to enter a time value for the analysis. If there is no observed water level for
this time value, AquiferTest will search for the next closest observation
point, back and forward in time. Assume you are looking for the closest
point for t = 100 s and you have data points at 10 s and 300 s. If Linear is
selected the program takes the data point at 10 s, because delta t is 90 s
(compared to the other point, where delta t is 200 s). If Log is selected the
program uses the 300 s data point, because ABS (log(300) log(100)) is
0.477, compared to ABS (log(10)-log(100)) which is 1.
Appearance tab

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Colors for Wells Table

Specify the colors to differentiate between the pumping and observation wells.
Marker Symbols
In this form you can also customize the appearance of the symbols which are used to
represent the wells on the site map and analysis graphs. Use the combo-boxes to
select the color and shape of the symbol. The symbols are assigned to the wells based
on the order in which they were created.

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If the Type curves use same color as markers check box is selected, all type curves
will be colored the same color as the markers. If the Draw marker symbols behind
type curve option is selected, the marker symbols will always appear behind the type
curves.
Form Scaling
The Form Scaling option allows you to set a scaling factor for the main form. This is
helpful when using large fonts for your display, or having other problems with displaying
labels on the AquiferTest forms. It scales up/down so all controls can be seen and
accessed.
Drop Zone for Logger files.
See DropZone section for more details.
User fields tab

AquiferTest allows you to create up to four user-defined fields, for displaying in project

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reports. A text field can be added to any of the following project tabs: Pumping/Slug Test
, Discharge, Water Level and Analysis. Use this tab to specify the properties for each
user-defined field.

The field properties include:

Visible - Enable/Disable user-defined field. Selecting this option will add the field to its
respective tab. Deselecting this option will remove the field from its respective tab.
Caption - Specify a caption for the field, e.g.,Sample in the image below.
For example, when the user-defined field for the Pumping/Slug Test tab is enabled, it
will appear below the date field under the Pumping/Slug Test tab, as shown in the image
below.

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Use default font Select to show the field on the report using the default report font
Font If Use default font is unchecked, specify a customized font style for the field text
Use default position Select to position the field on the report in its default position.
Deselect this option, and use Left [mm] and Top[mm] to define a different position on
the report page.
Left [mm] Define a position along the Y-axis
Top [mm] Define a position along the X-Axis
Note: Page coordinates values are expressed relative to the upper-left corner of the
page (0,0).
If the Use default position option is disabled, you can also drag and drop the field
anywhere on the report, as desired.
Help Menu

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The Help menu contains links to assist you, should problems arise while you are
working with AquiferTest.
Contents...
Opens the table of contents of the on-line help file. The help file is identical to the printed
users manual, however it contains cross-referenced links that allow you to find
information quicker.
Tutorial...
Loads the Tutorial instructions. The Learning by Doing tutorial will guide you through
most of the major functions of AquiferTest and is designed to highlight the programs
capabilities.
About...
Displays license, version, and copyright information for AquiferTest and how to contact
us.

Pumping Test: Theory and Analysis Methods

AquiferTest is used to analyze data gathered from pumping tests and slug tests.
Solution methods available in AquiferTest cover the full range of aquifer settings:
unconfined, confined, leaky, and fractured.
The full theoretical background of each solution method is beyond the scope of this
manual. However, a summary of each solution method, including limitations and
applications, is included in this section. This information is presented to help you select
the correct solution method for your specific aquifer settings.
Additional information can be obtained from hydrogeology texts such as:
Freeze, R.A. and J.A. Cherry, 1979. Groundwater, Prentice-Hall, Inc. Englewood
Cliffs, New Jersey 07632, 604 p.
Kruseman, G.P. and N.A. de Ridder, 1990. Analysis and Evaluation of Pumping Test
Data Second Edition (Completely Revised) ILRI publication 47. Intern. Inst. for Land
Reclamation and Improvements, Wageningen, Netherlands, 377 p.
Fetter, C.W., 1994. Applied Hydrogeology, Third Edition, Prentice-Hall, Inc., Upper
Saddle River, New Jersey, 691 p.

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Dominico, P.A. and F.W. Schwartz, 1990. Physical and Chemical Hydrogeology.
John Wiley & Sons, Inc. 824 p.
Driscoll, F. G., 1987. Groundwater and Wells, Johnson Division, St. Paul, Minnesota
55112, 1089 p.
In addition, several key publications are cited in the References section at the end of this
section.

5.1

Diagnostic Plots and Interpretation

Calculating hydraulic characteristics would be relatively easy if the aquifer system (i.e.
aquifer plus well) were precisely known. This is generally not the case, so interpreting a
pumping test is primarily a matter of identifying an unknown system. System
identification relies on models, the characteristics of which are assumed to represent
the characteristics of the real aquifer system (Kruseman and de Ridder, 1990).
In a pumping test the type of aquifer, the well effects (well losses and well bore storage,
and partial penetration), and the boundary conditions (barrier or recharge boundaries)
dominate at different times during the test. They affect the drawdown behavior of the
system in their own individual ways. So, to identify an aquifer system, one must
compare its drawdown behavior with that of the various theoretical models. The model
that compares best with the real system is then selected for the calculation of the
hydraulic parameters (Kruseman and de Ridder, 1990).
AquiferTest now includes the tools to help you to determine the aquifer type and
conditions before conducting the analysis. In AquiferTest, the various theoretical
models are referred to as Diagnostic plots. Diagnostic plots are plots of drawdown
vs. the time since pumping began; these plots are available in log-log or semi-log
format. The diagnostic plots allow the dominating flow regimes to be identified; these
yield straight lines on specialized plots. The characteristic shape of the curves can help
in selecting the appropriate solution method (Kruseman and de Ridder, 1990).
In addition, the Diagnostic plots also display the theoretical drawdown derivative
curves (i.e. the rate of change of drawdown over time). Quite often, the derivative data
can prove to be more meaningful for choosing the appropriate solution method.
NOTE: Diagnostic Graphs are available for Pumping Tests only.
To view the Diagnostic Plots, load the Analysis tab, select the Diagnostic Graphs
tab, and the following window will appear:

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The main plot window will contain two data series:

1. the time-drawdown data
2. the drawdown derivative data (time vs. change in drawdown).
The drawdown derivative data series will be represented by a standard symbol with the
addition of an X through the middle of the symbol.
To the right of the graph window, you will see 6 diagnostic plot windows, with a variety of
type curves. The plots are named diagnostic, since they provide an insight or
diagnosis of the aquifer type and conditions. Each plot contains theoretical drawdown
curves for a variety of aquifer conditions, well effects, and boundary influences, which
include:
Confined
Leaky
Recharge Boundary
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Barrier Boundary
Unconfined or Double Porosity
Well Effects
In the Diagnostic plots, the time (t) is plotted on the X axis, and the drawdown (s) is
plotted on the y axis. There are two different representations are available:
1. Log-Log scale
2. Semi-log, whereby the drawdown (s) is plotted on a linear axis.
The scale type may be selected directly above the time-drawdown graph templates.
Changing the plot type will display a new set of the graph templates, and also plot the
observed drawdown data in the new scale.
Each diagnostic graph contains two lines:

Type curve (solid blue line)

Derivative of type curve (dashed black line).
In some diagnostic plots, there is no distinguishable difference between the time vs.
drawdown curves, and it may be difficult to diagnose the aquifer type and conditions. In
this case, study the time vs. drawdown derivative curves, as they typically provide a
clearer picture of the aquifer characteristics.
The diagnostic plots are available as a visual aid only; your judgement should coincide
with further hydrogeological and geological assessment.
The theoretical drawdown graph templates are further explained below.
By default, the Diagnostic plot will assume constant discharge rate. If you are using
variable discharge rate for your pumping test, then you must turn on the "Variable
Discharge" check box above the Diagnostic graph.
If Include recovery is checked the data points during recovery (between the steps) are
shown as well.

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The methodology to accommodate this is based on the techniques described in:

Birsoy, Y.K. and W.K. Summers, 1980. Determination of aquifer parameters from step
tests and intermittent pumping, Ground Water, vol. 18, no. 2, pp. 137-146.
Identifying Flow Regimes
In the Diagnostic Graph tab, you can display trend lines representing a flow regime
which can be helpful in determining well/aquifer conditions. These lines have a particular
slope (e.g. for radial flow it is 0) which represents the slope of the derivative during a
time period, so they should be parallel with the derivative of measured data. The
various flow regimes are described in the following page: http://petrowiki.org/
Diagnostic_plots

Confined Aquifer
In an ideal confined aquifer (homogeneous and isotropic, fully penetrating, small
diameter well), the drawdown follows the Theis curve. When viewing the semi-log plot,
the time-drawdown relationship at early pumping times is not linear, but at later pumping
times it is. If a linear relationship like this is found, it should be used to calculate the

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hydraulic characteristics because the results will be much more accurate than those
obtained by matching field data points with the log-log plot (Kruseman and de Ridder,
1990).
Unconfined Aquifer
The curves for the unconfined aquifer demonstrate a delayed yield. At early pumping
times, the log-log plot follows the typical Theis curve. In the middle of the pumping
duration, the curve flattens, which represents the recharge from the overlying, less
permeable aquifer, which stabilizes the drawdown. At later times, the curve again
follows a portion of the theoretical Theis curve.
The semi-log plot is even more characteristic; it shows two parallel straight-line
segments at early and late pumping times. (Kruseman and de Ridder, 1990).
Double Porosity
The theoretical curve for double porosity is quite similar to that seen in an unconfined
aquifer, which illustrates delayed yield. The aquifer is called double porosity, since there
are two systems: the fractures of high permeability and low storage capacity, and the
matrix blocks of low permeability and high storage capacity. The flow towards the well in
this system is entirely through the fractures and is radial and in unsteady state. The flow
from the matrix blocks into the fractures is assumed to be in pseudo-steady-state.
In this system, there are three characteristic components of the drawdown curve. Early
in the pumping process, all the flow is derived from storage in the fractures. Midway
through the pumping process, there is a transition period during which the matrix blocks
feed their water at an increasing rate to the fractures, resulting in a (partly) stabilized
drawdown. Later during pumping, the pumped water is derived from storage in both the
fractures and the matrix blocks (Kruseman and de Ridder, 1990).
Leaky
In a leaky aquifer, the curves at early pumping times follow the Theis curve. In the
middle of the pumping duration, there is more and more water from the aquitard
reaching the aquifer. At later pumping times, all the water pumped is from leakage
through the aquitard(s), and the flow to the well has reached steady-state. This means
that the drawdown in the aquifer stabilizes (Kruseman and de Ridder, 1990).
Recharge Boundary

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When the cone of depression reaches a recharge boundary, the drawdown in the well
stabilizes. The field data curve then begins to deviate more and more from the
theoretical Theis curve (Kruseman and de Ridder, 1990).
Barrier (Impermeable) Boundary
With a barrier boundary, the effect is opposite to that of a recharge boundary. When the
cone of depression reaches a barrier boundary, the drawdown will double. The field data
curve will then steepen, deviating upward from the theoretical Theis curve. (Kruseman
and de Ridder, 1990). Analytically this is modelled by an additional pumping well (an
image well). After this phase (in which the two drawdowns accumulate) and the curve
again adapts itself to the Theis function.
Well Effects
Well effects, in particular storage in the pumping well, can contribute to delayed
drawdown at the beginning of the pumping test. At early pumping, the drawdown data
will deviate from the theoretical Theis curve, since there will be a storage component in
the well. After this, in mid - late pumping times, the drawdown curve should represent
the theoretical Theis curve. These well effects are more easily identified in the semi-log
plot.
Analysis Plots and Options
The Analysis plots are the most important feature in AquiferTest. In the analysis graph,
the data is fit to the type curve, and the corresponding aquifer parameters are
determined. In the graph the data can be plotted linearly or logarithmically. The program
calculates the Type curve automatically, and plots it on the graph. Above the graph, the
analysis method is listed. To the right of the graph, in the Analysis Navigator panel, the
aquifer parameters for each well are displayed in the Results frame, and can be
manually modified using parameter controls. (for more information see "Manual Curve
Fitting").
Model Assumptions
The model assumptions control which solution method will be chosen for your data, and
what superposition factors will be applied.
Using the diagnostic plots as a guide, select the appropriate model assumptions, and
AquiferTest will select the appropriate Analysis Method from the Analysis Navigator

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panel. From here, you may continue to adjust the model assumptions in order to reach
a more representative solution. Alternately, you may directly select the Analysis Method
and AquiferTest will then select the corresponding model assumptions.
The following model assumptions are available for the pumping test solutions:
Type: Confined, Unconfined, Leaky, Fractured
Extent: Infinite, Recharge Boundary, Barrier Boundary
Isotropy: Isotropic, Anisotropic
Discharge: Constant, Variable
Well Penetration: Fully, Partially
Each time a model assumption is modified, AquiferTest will attempt to recalculate the
theoretical drawdown curve, and a new automatic fit must be applied by the user. If the
automatic fit fails, then a manual curve fit can be done using the parameter controls.
Also, adjusting model assumptions may result in the addition of a new aquifer
parameter(s), or removal of existing ones (apart from the usual parameters
Transmissivity (T) and Storativity (S)). For example, if you change the aquifer type from
confined to leaky, an additional parameter for hydraulic resistance (c) will be added for
each well in the Results frame of the Analysis Navigator panel, and its value will be
calculated. Alternately, changing the aquifer type back to confined will hide this
parameter, and the c value will no longer appear in the Results frame.

NOTE: Model assumptions are not available for slug test solutions, nor for the Theis
Recovery or Cooper-Jacob methods.
Dimensionless Graphs
AquiferTest also provides a dimensionless representation of the analysis graph. In this
graph, time (tD) and drawdown (s D) are plotted without dimensions.
NOTE: Similar to the diagnostic plots, the dimensionless graph is appropriate for
constant pumping rates only, and a single pumping well.
The following definitions are specified:

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where,
T: Transmissivity
t: Time since beginning of pumping
r: radial distance to the pumping well
S: Storage coefficient
s: Drawdown
Q: pumping rate
Reference: Renard, P. (2001): Quantitative analysis of groundwater field experiments.222 S., ETH Zrich, unpublished. p. 41

5.2

Analysis Parameters and Curve Fitting

Automatic Curve Fitting
To fit a type curve to your data using the Automatic Fit option, ensure that the desired
well is highlighted at the top of the window in the Analysis tab, in the Data from box; if
the well is selected, it will be outlined in a blue box. Then click the
from the analysis menu bar.

(Fit) icon

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AquiferTest uses the downhill simplex method which is a minimizing algorithm for
general non-linear functions, to automatically match the type curve to your data. If the
automatic fit is successful, there will be a confirmation message. If the fit fails, there
may be a warning message and a suggestion on what to do to fix it.
NOTE: If the automatic fit fails, or the fit results in the data being plotted off the graph
window (i.e. the data is not visible), then a manual curve fitting should be used. This
could also suggest aquifer conditions that are outside the typical range for
Transmissivity and Storativity.
For more complex model assumptions, attempt a manual fit with appropriate parameter
values for your site, (adjust the values for the parameters manually or enter numeric
values in the parameter fields). THEN use the Automatic Fit feature.
Excluding Data Points from the Automatic Fit
When data points are excluded from the analysis they remain visible on the graph,
however they are no longer considered in the automatic fit calculations.

To exclude points from analysis click the

(Exclude) button above the analysis
graph and define the time range for the data points to be excluded:

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Enter the time range, and press [Add].

Then, highlight the defined range and click [OK] to exclude the points.

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Upon returning to the analysis graph, once again perform Automatic fit. AquiferTest will
do an autofit on the remaining points, however the excluded points will still be visible.
For more information on excluding data points please see "Exclude" section.
Define Analysis Time Range
Defining an analysis time range will restrict AquiferTest to performing calculations
using only data points that fall within the defined boundaries. The points that fall outside
these boundaries will neither be displayed on the graph nor be considered in the
analysis.
To define the time range for an analysis select Define analysis time range... from the
Project Navigator panel to the left of the analysis graph. In the window that appears,
select the type of range you wish to impose on your data and enter the bounding values.
Click [OK] to implement the changes and return to the analysis graph. Perform an
Automatic fit on the modified dataset. Points not within the time range will be temporarily
hidden from the graph.
For more information on defining analysis time range, please see "Define analysis time
range..." section.

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Manual Curve Fitting

The Automatic Fit may not always yield the most appropriate curve match, and as such,
you can use a manual curve fit. Your professional judgement is essential for the proper
assessment of the AquiferTest data. You are encouraged to use your knowledge of the
local geologic and hydrogeologic settings of the test to manually fit the data to a type
curve.
For the manual adjustment of the parameters, there are several options available
Manual Curve Fitting with the Mouse
Manual curve fitting is available for Dimensionless plots, Slug Tests, and Cooper Jacob
plots.
When in the Analysis tab, click on the "Set to Analyzing" button as circled below.

Click with the left mouse button on the data points and hold down the mouse button to
manually move the data set around.
Manually Adjusting Parameter Values

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Use the Parameter Controls. The Parameter Controls window can be loaded by
clicking on the
Parameters.

(Parameter Controls) button, or by selecting View/Analysis

Use the options here to modify the parameter values, and achieve the optimal curve fit.
In the parameter controls, there are several options:
Enter new parameter values manually in their respective fields;
Adjust the parameter values up/down using the slider controls;
If the cursor is in the input field, the parameter can be adjusted by the use of the
keyboard arrow keys: up will increase the value, - down will decrease the value
(division and/or multiplication by a default factor 1.5)
Use the up/down buttons adjacent to each respective parameter field.
The parameters can become fixed by clicking the lock button; by locking a parameter,
the value will remain constant the next time an automatic fit is applied.

When the parameter is locked, the icon will appear as follows:

Using this feature, you can lock in a certain curve shape and then use the Autofit option
and see the resulting drawdown. You can also lock parameters for use in:
Predicting drawdown at other locations
Fixing known parameter ratios (e.g. P value for Boundary barrier)
Fixing known parameter values (e.g. Lambda for Double Porosity solution)

When a parameter is not locked, the icon will appear as follows:

considered when the Automatic fit is applied.

, and it will be

In the Parameter Control window, the parameters can be displayed by wells or by

parameter type. Right mouse click anywhere in the Parameters window to change the
display type.

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By Well

By Parameter

Adding Type Curves

In the dimensionless mode, additional user-defined type curves may be added for an
improved analysis. In the Analysis Navigator Panel, under Type Curves, click on the
Add Type curve option, and the following dialogue will appear.

For each selected model function the dimensionless curve parameters must be

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defined.
Define the range for the parameters. Also, define the color, line thickness, and
description, so that it may be easily identified on the graph window.
Click [OK], and the window will close and the type curve will be displayed on the graph.
The curve name will appear as a new item under the Type Curves panel. Simply select
this item to modify the curve later; or, right mouse click on the curve name in the panel
and select Delete to remove it.
The type curve options for each solution method are explained in their respective
sections below.

5.3

Methodology
The abundance of solution methods can lead to some ambiguity and vagueness
concerning the assumptions and limitations of an individual method. In AquiferTest,
there is a single Theis method then by specifying the model assumptions, AquiferTest
attempts to select the most suitable solution method, or applies Superposition to an
existing method. This allows you to account for the following conditions:
Multiple pumping wells
Variable pumping rates
Boundary effects (barrier, recharge)
Partially penetrating pumping wells
The process in AquiferTest is systematic, and as such, easier to understand. By
explicitly indicating the known aquifer type and/or conditions, (which can be determined
using the diagnostic plots), you know which effects are considered in the selected
solution method.
Generally, it is recommended that you start with a simple model, and gradually increase
the complexity. That is, for a pumping test, start with the default Theis set of
assumptions, and change them only if you observe phenomena that do not fit this
model. For example, if you know that the aquifer is bounded 400 m away, you could
initially change the assumptions from infinite to barrier bounded, however this would
not be the correct approach. It takes some time until the depression cone reaches that
barrier, and you might miss other important effects in the meantime.
Alternatively, you can select from solution methods that have "Fixed Assumptions";
these include the "Classical" methods, such as:

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Theis Recovery
Cooper-Jacob

5.4

Theory of Superposition
The pumping test solution methods included with AquiferTest are:
Theis
Theis with Jacob Correction
Hantush-Jacob
Neuman
Papadopulos - Cooper
Warren Root - Double Porosity
Boulton
Hantush (Leaky, with storage in aquitard)
Moench (Fractured flow, with skin)
Agarwal Recovery
Theis Recovery
Cooper Jacob I: Time Drawdown
Cooper Jacob II: Distance Drawdown
Cooper Jacob III: Time Distance Drawdown
Agarwal Skin
Clonts & Ramey
These methods each have some general assumptions:
aquifer extends radially and infinitely
single pumping well
constant pumping rate
fully penetrating well (except for the Neuman method)
These assumptions may be modified if the pumping test data are analyzed utilizing the
theory of superposition. AquiferTest uses the theory of superposition to calculate
drawdown in variable aquifer conditions. Superposition can be applied to any solution
method.
Superposition may be used to account for the effects of pumping well interference,
aquifer discontinuities, groundwater recharge, well/borehole storage and variable
pumping rates. The differential equations that describe groundwater flow are linear in
the dependent variable (drawdown). Therefore, a linear combination of individual
solutions is also a valid solution. This means that:
The effects of multiple pumping wells on the predicted drawdown at a point can be
computed by summing the predicted drawdowns at the point for each well; and
Drawdown in complex aquifer systems can be predicted by superimposing predicted
drawdowns for simpler aquifer systems (Dawson and Istok, 1991).
In AquiferTest, the standard solution methods can be enhanced by applying

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superposition; the various superposition principles are explained below.

5.4.1

Variable Discharge Rates

Pumping rates from an aquifer are sometimes increased in several steps in order to
better assess aquifer properties. In AquiferTest, drawdown calculated during variable
discharge periods is analyzed using the superposition principle. Using the superposition
principle, two or more drawdown solutions, each for a given set of conditions for the
aquifer and the well, can be summed algebraically to obtain a solution for the combined
conditions.
For variable discharge rates, the following equation is used:

(the equation shown here applies for the Theis solution).

where t > ti-1
with
Q1 = pumping rate starting from t=0
Qi = pumping rate at pumping stage i
n = number of pumping stages
The drawdown at the time t corresponds to the drawdown caused by the initial pumping
rate plus the sum of all drawdowns caused by the change of pumping rate.
For more information, please refer to Analysis and Evaluation of Pumping Test
Data (Kruseman and de Ridder, 1990, p. 181).
Entering Variable Discharge Rates
Ensure you have the time-discharge data formatted correctly when using a variable
pumping rate analysis. The sample table below illustrates the pumping time and

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discharge rates for a pumping test:

Time (min) Discharge
(m3/d)
180
1306
360
1693
540
2423
720
3261
900
4094
1080
5019

When you enter time-discharge data in AquiferTest, your first entry is the initial
pumping rate. Using the table above as an example, the pumping rate from 0-180
minutes was 1306 m 3/day. The second pumping rate from 180-360 minutes was 1693
m 3/day, and so on.
For your convenience, the figure below has been included to demonstrate the correct
data format, in the Discharge tab:

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Be sure to select Variable discharge type from the Model assumptions frame in the
Analysis Navigator panel; otherwise, AquiferTest will average the pumping rates into
one constant value.

5.4.2

Multiple Pumping Wells

Determining the cone of influence caused by one or more pumping wells can be a
challenge. To do so one must assume that the aquifer is limitless; therefore, the cone of
influence is also regarded as limitless. The cone of influence is considered
mathematically finite only with a positive aquifer boundary condition.
In AquiferTest, multiple pumping wells can be considered using superposition. The
principle states that the drawdown caused by one or more wells, is the sum of multiple
wells superimposed into one. The following equation is used to superimpose a pumping
rate for multiple pumping wells:

with,
n = number of pumping/injection wells
Qi = pumping rate at the well i
ri = distance from the observation well to well i
It is important to notice that superimposition of groundwater flow causes the cone of
depression to develop an eccentric form as it ranges further up gradient and lesser
down gradient. In AquiferTest, this situation is not considered as the depression cone
is symmetrical to all sides and extends over the stagnation point. This means
representation of the cone of depression and calculation of the cone of influence does
not consider overall groundwater flow.

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Boundary Effects
Pumping tests are sometimes performed near the boundary of an aquifer. A boundary
condition could be a recharge boundary (e.g. a river or a canal) or a barrier boundary (e.
g. impermeable rock). When an aquifer boundary is located within the area influenced
by a pumping test, the assumption that the aquifer is of infinite extent is no longer valid.
The delineation of the aquifer by an impermeable layer and/or a recharge boundary can
also be considered using the superposition principle. According to this principle, the
drawdown caused by two or more wells is the sum of the drawdown caused by each
separate well. By taking imaginary (image) wells (pumping or injection) into account,
you can calculate the parameters of an aquifer with a seemingly infinite extent.
AquiferTest creates an imaginary pumping and/or injection well, which is added to the
calculation.

To account for the boundary condition, a term is added to the Theis function:

where,

and

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where,
rr = distance between observation well and real well
ri = distance between observation well and imaginary well

The extension for boundary conditions will be demonstrated only in a confined aquifer,
but its use in a semi-confined and unconfined aquifer occurs similarly. According to
Stallman (in Ferris et al., 1962) the total drawdown is determined as:

s: total drawdown
s r: drawdown caused by the real pumping well
+s i: drawdown caused by the imaginary pumping well
-s i: drawdown caused by the imaginary injection well
Using the new variable ri, the user must enter a value for the parameter, P, when a
boundary condition is applied in the Model assumptions frame:

where P = ratio of ri to rr
The P value can be entered in the Results frame, in the Analysis Navigator panel.
Once the value is entered, the parameter should be locked, since it is a constant value

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(i.e. the ratio between the distances is constant, and should not change during the
automatic fit).
The explanation of each boundary type is further discussed below.
Recharge Boundary
For a recharge boundary (with an assumed constant head) two wells are used: a real
discharge well and an imaginary recharge well. The imaginary well recharges the
aquifer at a constant rate, Q, equal to the constant discharge rate of the real well. Both
the real well and the imaginary well are equidistant from the boundary, and are located
on a line normal to the boundary (Kruseman and de Ridder, 1990).

River
(Recharge boundary)

Piezometer
rr

ri
o

90

a
Recharging Well
(imaginary)

Discharging Well
(Real)
Line of Zero
Drawdown

where,
a = distance between pumping well and the boundary
rr = distance between observation well and real well
ri = distance between observation well and imaginary well
There is a line of zero drawdown that occurs at the point of the recharge or barrier

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boundary. The cross-sectional view of the Stallman recharge condition is seen in the
following figure:
Q
Recharging boundary

Real Bounded System

water level at t=0

water level at t=t

a
Confining Layer

T, S
Line of

Discharging
Well (real)

Zero Drawdown

Recharging Q
Well (image)

Q
a
impression cone

Equivalent System
water level at t=0
water level at t=t

depression
cone

a
Confining Layer

a
T, S

Barrier Boundary
For a barrier boundary, the imaginary system has two wells discharging at the same
rate: the real well and the imaginary well. The image well induces a hydraulic gradient
from the boundary towards the imaginary well that is equal to the hydraulic gradient from
the boundary towards the real well.

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Impermeable rock
(Barrier boundary)
Piezometer
rr

ri
o

90

a
Discharging Well
(imaginary)

Discharging Well
(Real)
Line of Zero
Drawdown

The cross-sectional view of the Stallman Barrier condition is seen below:

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Barrier boundary

Real Bounded System

water level at t=0

water
level at t=t

a
Confining Layer

T, S
Line of

Discharging Q
Well (real)

Zero Drawdown
Q
Discharging
Well (image)

Equivalent System
water level at t=0

water level at t=t

resulting
depression
cone

Confining Layer

T, S

For more details, please see p. 109, Kruseman and de Ridder

5.4.4

Effects of Vertical Anisotropy and Partially Penetrating Wells

Pumping wells and monitoring wells often only tap into an aquifer, and may not
necessarily fully penetrate the entire thickness. This means only a portion of the aquifer
thickness is screened, and that both horizontal and vertical flow will occur near the
pumping well. Since partial penetration induces vertical flow components in the vicinity
of the well, the general assumption that the well receives water only from horizontal flow
is no longer valid (Krusemann and de Ridder, 1990, p 159).

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Consequently, as soon as there is a vertical flow component, the anisotropic properties

of the aquifer should also be considered. If the aquifer is anisotropic, then the
permeability in the horizontal direction is different from the vertical permeability.
To account for partially penetrating wells, the user must enter the values for the well
screen lengths, the distance from the bottom of the screen to the top of the aquifer (b
value) and the initial saturated aquifer thickness. (These parameters are defined in the
Pumping Test tab). AquiferTest will then calculate the distance between the top of the
well screen and the top of the aquifer, and the bottom of the well screen and the bottom
of the aquifer, and uses these factors in the drawdown calculations. AquiferTest uses
the well geometry after Reed (1980), shown in the following diagram.

AquiferTest uses the vertical flow correction developed by Weeks (1969):

(equation shown here is for confined aquifer).

with

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W(u) = Theis well function

d = difference in drawdown between the observed drawdowns and the drawdowns
predicted by the Theis equation.
d is computed as follows:

For the calculation of fs , two formulae exist:

one for a piezometer, and
one for observation wells
For a piezometer, fs is modified, and calculated with:

with
D: thickness
a: distance from aquifer top to bottom of piezometer
b: distance from top of aquifer to bottom of well screen, for the pumping well.
d: distance from top of aquifer to top of well screen, for the pumping well.
The calculation for b is as follows:

with

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r: distance from Pumping well to piezometer

Kv : vertical conductivity
Kh: horizontal conductivity
For the case where t > SD/2Kv, (S = storage coefficient) the function is:

the modified Bessel' function of the 2nd order, is approximated:

AquiferTest uses the following formula for the computation of fs at a piezometer:

For observation wells, fs is slightly different, and is defined as:

with
a: distance from top of aquifer to top of well screen in the observation well

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z: distance from top of aquifer to bottom of well screen, in the observation well.
Using the same restriction as with the piezometer, t >SD/2Kv can be replaced with
W(u, n, pb) with 2 Ko (n, pb) and the formula used by AquiferTest reads:

NOTE: The corrections for partial penetration effect and anisotropy require significant
computing resources. As such, it is recommended to first complete a calculation with
fully penetrating wells, and only after the model function is fitted, to apply the correction
for partially penetrating wells.

5.5

Pumping Test Background

The partial differential equation that describes saturated flow in two horizontal
dimensions in a confined aquifer is:

Written in terms of radial coordinates, the equation becomes:

The mathematical region of flow, illustrated below, is a horizontal one-dimensional line

through the aquifer from r = 0 at the well to r = at the infinite extremity.

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The initial condition is:

where h0 is the initial hydraulic head (i.e., the piezometric surface is initially horizontal).
The boundary conditions assume that no drawdown occurs at an infinite radial distance:

and that a constant pumping rate, Q, is used:

The solution of the above equation describes the hydraulic head at any radial distance, r
, at any time after the start of pumping.

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275

Pumping Test Analysis Methods - Fixed Assumptions

The following pumping test methods require a fixed set of assumptions; as such, these
assumptions may not be modified on the Analysis plot. These include:
Theis Recovery Analysis
Cooper Jacob Methods
Cooper Jacob I: Time-Drawdown
Cooper Jacob II: Distance-Drawdown
Cooper Jacob III: Time-Distance Drawdown

5.6.1

Theis Recovery Test (confined)

When the pump is shut down after a pumping test, the water level inside the pumping
and observation wells will start to rise. This rise in water level is known as residual
drawdown (s'). Recovery-test measurements allow the transmissivity of the aquifer to
be calculated, thereby providing an independent check on the results of the pumping
test.
Residual drawdown data can be more reliable than drawdown data because the
recovery occurs at a constant rate, whereas constant discharge pumping is often
difficult to achieve in the field. Residual drawdown data can be collected from both the
pumping and observation wells.
Strictly applied, this solution is appropriate for the conditions shown in the following
figure. However, if additional limiting conditions are satisfied, the Theis recovery solution
method can also be used for leaky, unconfined aquifers and aquifers with partially
penetrating wells (Kruseman and de Ridder, 1990, p. 183).

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According to Theis (1935), the residual drawdown, after pumping has ceased, is

where:

s' = residual drawdown

r = distance from well to piezometer
T = transmissivity of the aquifer (KD)
S and S' = storativity values during pumping and recovery respectively.
t and t' = elapsed times from the start and ending of pumping respectively.

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Using the approximation for the well function, W(u), shown in the Cooper-Jacob
method, this equation becomes:

When S and S' are constant and equal and T is constant, this equation can be reduced
to:

To analyze the data, s' is plotted on the logarithmic Y axis and time is plotted on the

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linear X axis as the ratio of t/t' (total time since pumping began divided by the time since
the pumping ceased).
An example of a Theis Recovery analysis graph has been included below:

An example of a Theis Recovery analysis is available in the project: ...

\Users\Public\Documents\AquiferTest Pro\Examples\Theis_Recovery.HYT
The Theis Recovery Solution assumes the following:
The aquifer is confined and has an apparent infinite extent
The aquifer is homogeneous, isotropic, and of uniform thickness over the area
influenced by pumping
The piezometric surface was horizontal prior to pumping
The well is fully penetrating and pumped at a constant rate
Water removed from storage is discharged instantaneously with decline in head
The well diameter is small, so well storage is negligible
The data requirements for the Theis Recovery Solution are:
Recovery vs. time data at a pumping or observation well
Distance from the pumping well to the observation well
Pumping rate and duration

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279

Cooper-Jacob Method (confined; small r or large time)

The Cooper-Jacob (1946) method is a simplification of the Theis method valid for
greater time values and decreasing distance from the pumping well (smaller values of u
). This method involves truncation of the infinite Taylor series that is used to estimate
the well function W(u). Due to this truncation, not all early time measured data is
considered to be valid for this analysis method. The resulting equation is:

This solution is appropriate for the conditions shown in the following figure.

The Cooper-Jacob Solution assumes the following:

The aquifer is confined and has an apparent infinite extent
The aquifer is homogeneous, isotropic, and of uniform thickness over the area
influenced by pumping
The piezometric surface was horizontal prior to pumping
The well is pumped at a constant rate
The well is fully penetrating
Water removed from storage is discharged instantaneously with decline in head

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The well diameter is small, so well storage is negligible

The values of u are small (rule of thumb u < 0.01)
In AquiferTest, it is possible to define different values of u for the validity line. For more
details, see "Constants tab".
Cooper-Jacob I: Time-Drawdown Method
The above equation plots as a straight line on semi-logarithmic paper if the limiting
condition is met. Thus, straight-line plots of drawdown versus time can occur after
sufficient time has elapsed. In pumping tests with multiple observation wells, the closer
wells will meet the conditions before the more distant ones. Time is plotted along the
logarithmic X axis and drawdown is plotted along the linear Y axis.
Transmissivity and storativity are calculated as follows:

An example of a Cooper-Jacob Time-Drawdown analysis graph has been included

below:

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An example of a CooperJacob I analysis is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\CooperJacob1.HYT
The data requirements for the Cooper-Jacob Time-Drawdown Solution method are:
Drawdown vs. time data at an observation well
Finite distance from the pumping well to the observation well
Pumping rate (constant)
Cooper-Jacob II: Distance-Drawdown Method
If simultaneous observations of drawdown in three or more observation wells are
available, a modification of the Cooper-Jacob method may be used. The observation
well distance is plotted along the logarithmic X axis, and drawdown is plotted along the
linear Y axis.
Transmissivity and storativity are calculated as follows:

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where r0 is the distance defined by the intercept of the zero-drawdown and the straightline though the data points.
An example of a Cooper-Jacob Distance-Drawdown analysis graph has been included
below:

An example of a CooperJacob II analysis is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\CooperJacob2.HYT
The data requirements for the Cooper-Jacob Distance-Drawdown Solution method are:
Drawdown vs. time data at three or more observation wells
Distance from the pumping well to the observation wells
Pumping rate (constant)

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Both distance and drawdown values at a specific time are plotted, so you must specify
this time value.
Cooper-Jacob III: Time-Distance-Drawdown Method
As with the Distance-Drawdown Method, if simultaneous observations are made of
drawdown in three or more observation wells, a modification of the Cooper-Jacob
method may be used. Drawdown is plotted along the linear Y axis and t/r2 is plotted
along the logarithmic X axis.
Transmissivity and storativity are calculated as follows:

where r0 is the distance defined by the intercept of the zero-drawdown and the straightline though the data points.
An example of a Cooper-Jacob Time-Distance-Drawdown analysis graph has been
included in the following figure:

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An example of a CooperJacob III analysis is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\CooperJacob3.HYT
The data requirements for the Cooper-Jacob Time-Distance-Drawdown Solution
method are:
Drawdown vs. time data at three or more observation wells
Distance from the pumping well to the observation wells
Pumping rate (constant)

5.7

Pumping Test Analysis Methods - Flexible Assumptions

Before doing the pumping test analysis, it is helpful to plot the time-drawdown data, or
the time vs. drawdown with variable discharge rates. These plots are explained below.

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285

Drawdown vs. Time

A preliminary graph that displays your drawdown versus time data. This is available in
the Analysis tab.

When the drawdown vs. time plot is selected, the Model assumptions frame is not
accessible in the Analysis Navigator panel.
To create an analysis, select one of the solution methods from the Analysis Navigator
panel.

5.7.2

Drawdown vs. Time with Discharge

The discharge data can also be displayed on the Drawdown vs. Time plot. This graph
can be useful for visualizing changes in drawdown that occur as a result of variable
discharge rates.
To view the discharge plot, select a Drawdown vs. Time plot. In the Display frame (in
the Analysis Navigator panel), enable the Discharge Rate option.
The discharge info will then appear at the bottom half of the time drawdown plot. In
addition, a new node Discharge Axis will appear in the Analysis panel.

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In here, you can specify several options:

Percentage of Height: specify the proportions of the graphs; for example, if 50
percent is specified, then the discharge data will consume the lower 50 percent of the
time drawdown plot.
Fill area: fill in the area under the discharge line
Fill color: specify a color for the filled area.
NOTE: The fill options should be used with one pumping well only, since it may result in
overlapping the lines/fills if used with more than one well.
The Discharge axis will use the same label fonts as defined for the drawdown axis.
An example of a time-drawdown plot with discharge is shown below:

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287

Confined - Theis
Theis (1935) developed an analytical solution for the equations presented in the
previous section as follows:

For the specific definition of u given above, the integral is known as the well function, W
(u) and can be represented by an infinite Taylor series of the following form:

Using this function, the equation becomes:

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The line on a log-log plot with W(u) along the Y axis and 1/u along the X axis is
commonly called the Theis curve. The field measurements are plotted as t or t/r2 along
the X axis and s along the Y axis. The data analysis is done by matching the line drawn
through the plotted observed data to the Theis curve.

The solution is appropriate for the conditions shown in the following figure:

An example of the Theis graph is shown below:

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In this example, the dimensionless view is shown. An example of a Theis analysis is

available in the project: ...\Users\Public\Documents\AquiferTest
Pro\Examples\Confined.HYT.
The Data requirements for the Theis solution are:
Drawdown vs. time at an observation well, or from the pumping well
Finite distance from the pumping well to observation well
Pumping rate
The Theis solution can be used as either a single-well solution, or in combination with
drawdown data from an observation well. If used as a single-well solution, the pumping
well is used as the discharge well and as the observation point at which drawdown
measurements were taken. However, the user should be aware of well effects when
analyzing a single well solution.
Dimensionless Parameters
Dimensionless parameters are required for the type curves in the Dimensionless view.

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For the Theis method, no additional parameters are required.

Theis - Straight Line Analysis
The Theis analysis can also be done using a semi-log straight line analysis; similar to
the Cooper-Jacob analysis. An example is shown below.

In this example, the time data is plotted on a logarithmic axis, and the drawdown axis is
linear.

5.7.4

Leaky - Hantush-Jacob (Walton)

Most confined aquifers are not totally isolated from sources of vertical recharge. Less
permeable layers, either above or below the aquifer, can leak water into the aquifer
under pumping conditions. Walton developed a method of solution for pumping tests
(based on Hantush-Jacob, 1955) in leaky-confined aquifers with unsteady-state flow.
The conditions for the leaky aquifer are shown below.

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In the case of leaky aquifers, the well function W(u) can be replaced by the function
Walton W(u, r/L) or Hantush W(u, B), and the solution becomes:

where

L = leakage factor (the leakage factor is termed b when used with the Hantush method)
and T = KD
where,
T = Transmissivity
K = Conductivity

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D = saturated aquifer thickness

In AquiferTest, the model parameter C (hydraulic resistance, units [time]) is used with
the Hantush method. The larger C, the smaller and/or more slowly the infiltration is due
to Leakage. The C value must be defined for each data set, in the Results frame of the
Analysis Navigator panel.
An example of a Hantush-Jacob analysis graph has been included below:

In this example, the dimensionless view is shown. An example of a Hantush-Jacob

analysis is available in the project:
...\Users\Public\Documents\AquiferTest Pro\Examples\Leaky.HYT
The data requirements for the Hantush-Jacob (no aquitard storage) Solution are:
Drawdown vs. time data at an observation well
Distance from the pumping well to the observation well
Pumping rate
b value: leakage factor
Dimensionless Parameters
For Hantush the dimensionless curve parameter b is defined, which characterizes the
leakage.
The leakage factor, b, and the hydraulic resistance, c, are defined as:

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with

c: hydraulic resistance [time]

D': saturated thickness of the leaky Aquitard
K': vertical hydraulic conductivity of the leaky Aquitard
If K' = 0 (non-leaky aquitard) then r/B = 0 and the solution reduces to the Theis solution
for a confined system.
A log/log scale plot of the relationship W(u,r/B) along the Y axis versus 1/u along the X
axis is used as the type curve as with the Theis method. The field measurements are
plotted as t along the X axis and s along the Y axis. The data analysis is done by curve
matching. The following window can be located by expanding the Type curves section
of the Analysis Navigator Panel and selecting "Add type curve..."

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The leakage factor b must be greater than 3 times the saturated aquifer thickness.

5.7.5

Hantush - Storage in Aquitard

Hantush (1960) presented a method of analysis that takes into account the storage
changes in the aquitard. For small values of pumping time, he gives the following
drawdown equation for unsteady flow (Kruseman and de Ridder, 1990):

where

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S' = aquitard storativity

An example of a dimensionless Hantush with Storage analysis graph has been included
below:

Hantushs curve-fitting method can be used if the following assumptions and conditions
are satisfied:
The flow to the well is in at unsteady state
The water removed from storage in the aquifer and the water supplied by leakage
from the aquitard is discharged instantaneously with decline of head
The diameter of the well is very small,i.e. the storage in the well can be neglected.
The aquifer is leaky
The aquifer and the aquitard have a seemingly infinite areal extent
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The flow in the aquitard is vertical

The drawdown in the unpumped aquifer (or in the aquitard, if there is no unpumped
aquifer) is negligible.
The aquitard is compressible, i.e. the changes in aquitard storage are appreciable
t < S'D'/10K'
Only the early-time drawdown data should be used so as to satisfy the assumption that
the drawdown in the aquitard (or overlying unpumped aquifer) is negligible.
To estimate the aquitard storativity value, S', ensure that the Aquitard Storage option is
selected under the Model Assumptions frame, as shown below.

Dimensionless Parameters
Dimensionless parameters are required for the type curves in the dimensionless view.

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The leakage factor, r/B, is defined as:

Where:

KD: transmissivity
c: hydraulic resistance of the aquitard
Typical values for r/B range from 0.001 - 2.
Beta controls the storage properties of the aquitard and is defined below:

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Where:
S' = aquitard storativity
Typical values for Beta range from 0.05 - 1
An example of a Hantush - Storage in Aquitard analysis is available in the project: ...
\Users\Public\Documents\AquiferTest Pro\Examples\Hantush Storage.HYT
The table below illustrates a comparison between the results in AquiferTest and those
published in Kruseman and de Ridder (1990) on page 93.
Paramete
r
T
S
c[d]
S'

AquiferTest Published*
1.52 E-3
1.50 E-3
4.5 E2
5.0 E-3

1.15 E-3
1.50 E-3
4.5 E2
5.0 E-3

*Kruseman and de Ridder, 1990 p.93

5.7.6

Wellbore Storage and Skin Effects (Agarwal 1970)

For a single well pumping from a confined aquifer, the two most important factors that
cause a deviation from the Theis solution are wellbore storage and well skin effects.
These two factors cause additional drawdown in the wellbore that is not representative
of the drawdown in the aquifer. Agarwal (1970) introduced the idea of log-log curve
matching of dimensionless pressure (PWD) versus dimensionless time (tD) to analyze
pressure data at a well dominated by wellbore storage and skin effects as shown in the
figure below. The different type curves are differentiated using a skin factor (SF).
AquiferTest has implemented the Agarwal wellbore storage and skin solution for water
wells using the following assumptions:
single pumping well
confined aquifer
observations only in the pumping well

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For an example exercise of the Agarwal (1970) analysis method, please see "Exercise
11: Wellbore Storage and Skin Effects"

5.7.7

Unconfined, Isotropic - Theis with Jacob Correction

The water table in an unconfined aquifer is equal to the elevation head (potential).
Transmissivity is no longer constant, and it will decrease with increasing drawdown.
This means that there is not only horizontal flow to the well, but there is also a vertical
component, which will increase the closer you get to the well.
Since transmissivity in unconfined aquifers is not constant, there is no closed solution
for this aquifer type. That is why the measured drawdown is corrected, and the pumping
test is interpreted as being in a confined aquifer.
The Jacob modification (Jacob, 1944) applies to unconfined aquifers only when delayed
yield is not an issue, and when drawdowns are small relative to the total saturated
thickness (Neuman, 1975). Delayed yield is present in most unconfined aquifers at
early times during the pump test, and is only absent at late times when the
drawdown approximates the Theis curve. As such, Jacobs correction should only be
applied to late-time drawdown data (Kruseman and DeRidder, 1994).
Jacob (1944) proposed the following correction

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s cor = s - (s 2/2D)
where:
s cor = the corrected drawdown
s = measured drawdown
D = original saturated aquifer thickness
An example of a Theis (Jacob Correction) analysis graph has been included below:

In this example, the dimensionless view is shown. An example of a Theis (Jacob

Correction) analysis is available in the project:
...\Users\Public\Documents\AquiferTest Pro\Examples\Unconfined.HYT
Dimensionless Parameters
There are no additional type curve parameters for this solution method.

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301

Unconfined, Anisotropic
For an unconfined, anisotropic aquifer, AquiferTest provides two options: Neuman or
Boulton. The Neuman analysis can be demanding on your system resources, due to the
complex calculations for the anisotropy. In some cases, the Boulton analysis may be a
better choice. AquiferTest provides the option to define which analysis to use as default
when specifying Anisotropic and Unconfined in the Model Assumptions. For more
details, "General Tab".
Neuman
Neuman (1975) developed a solution method for pumping tests performed in unconfined
aquifers, which can be used for both fully or partially penetrating wells.
When analyzing pumping test data from unconfined aquifers, one often finds that the
drawdown response fails to follow the classical Theis (1935) solution. When drawdown
is plotted versus time on logarithmic paper, it tends to delineate an inflected curve
consisting of:
(1) a steep segment at early time;
(2) a flat segment at intermediate time; and
(3) a somewhat steeper segment at later time.
The early segment indicates that some water is released from aquifer storage
instantaneously when drawdown increases. The intermediate segment suggests an
additional source of water, which is released from storage with some delay in time.
When most of the water has been derived from this additional source, the timedrawdown curve becomes relatively steep again. In the groundwater literature, this
phenomenon has been traditionally referred to as delayed yield (Neuman, 1979).
This solution is appropriate for the conditions shown in the following figure.

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The equation developed by Neuman representing drawdown in an unconfined aquifer is

given by:

where:
W(uA, uB, b) is known as the unconfined well function
uA = r2S / 4Tt (Type A curve for early time)
uB = r2Sy / 4Tt (Type B curve for later time)
b = r2Kv / D2Kh

Kv, Kh: vertical and/or horizontal permeability

Sy: Specific Yield, usable pore volume
The value of the horizontal hydraulic conductivity can be determined from:

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The value of the vertical hydraulic conductivity can be determined from:

Two sets of curves are used. Type-A curves are good for early drawdown data when
water is released from elastic storage. Type-B curves are good for later drawdown data
when the effects of gravity drainage become more significant. The two portions of the
type curves are illustrated in the following figure:

In this example, the dimensionless view is shown. An example of a Neuman analysis is

available in the project:
...\Users\Public\Documents\AquiferTest Pro\Examples\PartiallyPenetratingWells.HYT.
The data requirements for the Neuman Solution are:
Drawdown vs. time data at an observation well
Distance from the pumping well to the observation well
Pumping rate

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Dimensionless Parameters
The dimensionless parameters are defined as follows:

The following factors can be defined in the Type curve options window for the Neuman
method:

g = Gamma
a1: Empirical constant for the drainage from the unconfined zone [T-1]
s = Sigma, typical range is 0.0001-0.1
where,
Kz: vertical hydraulic permeability
Kr: horizontal hydraulic permeability
rD: dimensionless distance
r: distance to observation well
D: saturated aquifer thickness
Sy : Usable pore volume

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The practical range for the curves are, b= 0.001 to 4.0.

Boulton
Boulton (1963) developed a method for analyzing pumping tests performed in
unconfined aquifer (isotropic or anisotropic), which can be used for both fully or partially
penetrating wells.

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where H is defined as the average head along the saturated thickness,

and b = the thickness of the saturated zone

The simplified solution of Boulton can be used to interpret the data. The procedure is as
follows:
Data from the final stages of the test are fitted to a Theis curve. This provides an
estimate of T and Sy + S
Data from the early stages of the test are fitted to a second Theis curve by keeping T
and adjusting S. Knowing S one can determine Sy.
Knowing S and Sy, one can calculate s and adjust the Boulton type curve. The only
remaining unknown being f from which a1 can be obtained. This later part is not of
main interest as a1 is an empirical parameter without a clear physical signification.
The following image displays the Boulton (1963) type curves for a constant s

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The following image displays a diagnostic plot of Boulton (1963) type curve

An example of a Boulton analysis is shown below:

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An example of a Boulton analysis is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\Boulton.HYT.
Dimensionless Parameters
The dimensionless parameters are defined as follows:

a1: Empirical constant for the drainage from the unconfined zone [T-1]

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s = Sigma, typical range is 0.0001-0.1

f = Phi, typical range is 0.01-3
The following factors can be defined in the Type curve options window for the Boulton:

5.7.9

Fracture Flow, Double Porosity

Groundwater flow in a fractured medium can be extremely complex, therefore
conventional pumping test solutions methods that require porous flow conditions are not
applicable. One approach is to model the aquifer as a series of porous low-permeability
matrix blocks separated by hydraulically connected fractures of high permeability: the
dual porosity approach. In this case, block-to-fracture flow can be either pseudo-steadystate or transient.
The solutions are appropriate for the conditions shown in the following figure, where the
aquifer is confined and D is the thickness of the saturated zone.

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If the system is treated as an equivalent porous medium, there is no flow between

blocks and fractures. Groundwater travels only in the fractures around the blocks. In this
sense, the porosity is the ratio of the volume of voids to the total volume.
Where there is flow from the blocks to the fractures, the fractured rock mass is
assumed to consist of two interacting and overlapping continua: a continuum of lowpermeability primary porosity blocks, and a continuum of high permeability, secondary
porosity fissures (or fractures).

There are two double porosity models used in AquiferTest, which have been widely
accepted in the literature. These are the pseudo-steady-state flow (Warren and Root,
1963) and the transient block-to-fracture flow (for example, Kazemi, 1969).
The pseudo-steady-state flow assumes that the hydraulic head distribution within the
blocks is undefined. It also assumes that the fractures and blocks within a
representative elemental volume (REV) each possess different average hydraulic
heads. The magnitude of the induced flow is assumed to be proportional to the hydraulic

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head difference (Moench, 1984).

Both the Warren Root and Moench (fracture flow with skin) analysis methods are
described below.
Warren Root (1963)
AquiferTest uses the pseudo-steady-state double porosity flow model developed by
Warren and Root, 1963. The solution states that a fractured aquifer consists of blocks
and fissures. For both the blocks (matrix) and the fractures, a hydraulic conductivity,
specific storage coefficient and a water level height are defined as follows:

Parameter

Fractures

Matrix
(Blocks)

Water Level
h
height

Hydraulic
conductivity

Kh

Kh

Specific
storage
coefficient

Ss

Ss

The main assumption underlying the double porosity model is that the matrix and the
fracture can be considered as two overlapping continuous media (Renard, 2001). In
addition, it is also assumed that the water moves from matrix block to fracture, not from
block to block or fracture to block; the matrix block serves only as a source of water.
Therefore, the flow equation in the matrix is defined as qa:

It is often assumed that the flow rate between the matrix and the fractures is
proportional to the conductivity of the matrix and to the hydraulic head differences
between the two systems.

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a is a parameter that is dependent on the geometry of the matrix blocks; it has units of L
-2 (inverse of the square length), and is defined as:

with
A: Surface of the matrix block
V: Matrix volume
l: characteristic block length
At the beginning of the pumping test, the water is pumped from storage in the fracture
system; the matrix blocks does not affect the flow. Midway through, the flow to the well
is augmented by water released from the matrix, while the drawdown in the matrix is
small compared to drawdown in the fractures. Towards the end of pumping, the
drawdown in the matrix approaches the drawdown in the fractures, and the aquifer
behaves like a single porosity aquifer with the combined property of the matrix and the
fractures (i.e. the drawdown follows the Theis curve).
An example of a Warren Root, Double Porosity analysis graph has been included
below:

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In this example, the dimensionless view is shown. An example of a Fracture Flow

analysis is available in the project:
...\Users\Public\Documents\AquiferTest Pro\Examples\Fractured.HYT.
The Warren Root solution requires the following data:
Drawdown vs. time data at an observation well
Distance from the pumping well to the observation well
Pumping rate
Dimensionless parameters
AquiferTest uses the dimensionless parameters, s and L, which characterize the flow
from the matrix to the fissures:

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with
rD: dimensionless distance
r: Distance from the pumping well to the observation well
rw: effective radius of the pumping well, (radius of the well screen)

For a given value of s, varying L (lamda) changes the time at which the flat part of the S

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(drawdown) starts; the larger this value, the longer is the middle phase of the decreased
drawdown and the longer it will take before the drawdown follows the Theis curve.
For a given value of L, varying s changes the time duration of the flat part of the curve
(the late time Theis curve is translated horizontally).
Large values of L indicate that water will drain from fractures quickly, then originate from
the blocks.
A small value of L indicates that the transition will be slow.
For more details, please see Kruseman and de Ridder, p. 257.

Moench - Fracture Flow, with Skin

The theory for pseudo-steady-state flow is as follows (Moench, 1984, 1988):

where hd is the dimensionless drawdown, and td is the dimensionless time.

The initial discharge from models using the pseudo-steady-state flow solution with no
well-bore storage is derived primarily from storage in the fissures. Later, the fluid will be
derived primarily from storage in the blocks. At early and late times, the drawdown
should follow the familiar Theis curves.
For transient block to fissure flow, the block hydraulic head distribution (within an REV)
varies both temporally and spatially (perpendicular to the fracture block interface). The
initial solution for slab-shaped blocks was modified by Moench (1984) to support
sphere-shaped blocks. Well test data support both the pseudo-steady-state and the

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transient block-to-fracture flow solutions.

For transient block-to-fracture flow, the fractured rock mass is idealized as alternating
layers (slabs or spheres) of blocks and fissures.
Sphere-shaped Slab-shaped

Moench (1984) uses the existence of a fracture skin to explain why well test data
support both the pseudo-steady-state and transient block-to-fracture flow methods. The
fracture skin is a thin skin of low permeability material deposited on the surface of the
blocks, which impedes the free exchange of fluid between the blocks and the fissures.

If the fracture skin is sufficiently impermeable, most of the change in hydraulic head
between the block and the fracture occurs across the fracture skin and the transient
block-to-fracture flow solution reduces to the pseudo-steady-state flow solution.
The fracture skin delays the flow contributions from the blocks, which results in
pressure responses similar to those predicted under the assumption of pseudo-steady
state flow as follows:

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where hwD is the dimensionless head in the pumping well, and h'D is the
dimensionless head in the observation wells.
With both the pseudo-steady-state and transient block-to-fracture flow solutions, the
type curves will move upward as the ratio of block hydraulic conductivity to fracture
hydraulic conductivity is reduced, since water is drained from the blocks faster.
With the fracture flow analysis, you can also plot type curves for the pumping wells.
However, for pumping wells it may be necessary to consider the effects of well bore
storage and well bore skin. If the well bore skin and the well bore storage are zero, the
solution is the same as the Warren and Root method (1963). The equations for well
bore storage are as follows:

where:
C=pR2 (for changing liquid levels) or
C=VwrwgCobs
where Vw is volume of liquid in the pressurized section, rw is the density, g is the
gravitational constant, Cobs is the observed compressibility of the combined fluid-well
system, and S is the calculated storativity.
This solution, however, is iterative. If you move your data set to fit the curve, your
storativity will change which in turn alters your well bore storage.
An example of a Moench Fracture Flow analysis graph has been included in the
following figure:

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An example of a Moench Fracture Flow analysis is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\Moench Fracture Skin.HYT
The following table illustrates a comparison of the AquiferTest results, to those
published in Moench,1984.

AquiferTest

Published
(Moench,
1984)

4.00E-3

4.00E-3

6.00E-4

6.00E-4

Sigma

2.00E2

2.00E2

Gamma

1.40E-3

1.40E-3

SF

1.00

1.00

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The Moench Solution for fracture flow assumes the following:

The aquifer is anisotropic and homogeneous
The aquifer is infinite in horizontal extent
The aquifer is of constant thickness
The aquifer is confined above and below by impermeable layers
Darcy's law is valid for the flow in the fissures and blocks
Water enters the pumped well only through the fractures
Observation piezometers reflect the hydraulic head of the fractures in the REV
Flow in the block is perpendicular to the block-fracture interface
The well is pumped at a constant rate
Both the pumping well and the observation wells are fully penetrating

The model assumptions must be defined in the Analysis Panel, as shown below:
For the block-to-fissure flow model, select either transient or pseudo-steady state.
For the block geometry, select either slab or sphere.
Dimensionless Parameters

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The dimensionless parameters are defined below:

Sigma: must be > 1

Gamma

: Interporosity flow coefficient, typical range 0.0001-5

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Dimensionless Distance: typical value, >=1

Dimensionless fracture skin:

5.7.10 Single Well Analysis with Well Effects

Measuring Drawdown in the Well
Quite often project budget restrictions prevent the installation of an observation well or
piezometer at the site. As such, the pumping test must be conducted with a single
pumping well, and the drawdown measurements must be observed at this well.
The drawdown in the pumping well is affected however not only by the aquifer
characteristics, but also influenced by the following factors:
Well storage
Well Skin effects
Well Losses
With a single well analysis, the storage coefficient may not be determined, or the value
that is calculated may not accurately and reliably represent the actual site conditions.
When doing a single well analysis, it is recommended to use a solution method that
accounts for well bore storage. The Papadopulos-Cooper method available in
AquiferTest accounts for these well effects.

5.7.11 Large Diameter Wells with WellBore Storage - Papadopulos-Cooper

Standard methods of aquifer data analysis assume storage in the well is negligible;
however, for large-diameter wells this is not the case. At the beginning of the pumping
test, the drawdown comes not only from the aquifer, but also from within the pumping
well itself, or from the annular space surrounding the well (i.e. the gravel/filter pack).
Thus the drawdown that occurs is reduced compared to the standard Theis solution.
However, this effect becomes more negligible as time progresses, and eventually there
is no difference when compared to the Theis solution for later time drawdown data.

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Papadopulos devised a method that accounts for well bore storage for a large-diameter
well that fully penetrates a confined aquifer (Kruseman and de Ridder, 1990). Using the
Jacob Correction factor, this method can also be applied to unconfined aquifers.
The diagram below shows the required conditions for a large-diameter well:

Confining Layer
rc

Aquifer
rew

Confining Layer

where,
D: initial saturated aquifer thickness
rew: effective radius of the well screen or open hole
rc : radius of the unscreened portion of the well over which the water level is changing

The mathematical model for the solution is described in Papadopulos & Cooper (1967).
The drawdown in the pumping well (r=rw) is calculated as follows:

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with

s w: drawdown in the pumping well

rew: effective radius of the filter/well
rc : radius of the full pipe, in which the water level changes
CD: dimensionless well storage coefficient. For the Papadopulos method, the symbol a
is used.
As shown in the above equations, the well storage coefficient CD correlates with the
storage coefficient S.
If only early time-drawdown data are available, it will be difficult to obtain a match to the
type curve because the type curves differ only slightly in shape. The data curve can be
matched equally well with more than one type curve. Moving from one type curve to
another results in a value of S (storativity) that differs an order of magnitude. For early
time data, storativity determined by the Papadopulos curve-fitting method is of
questionable reliability. (Kruseman and de Ridder, 1990)
An example of a Papadopulos-Cooper Solution graph has been included in the following
figure:

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An example of a Papadopulos - Cooper analysis is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\WellBoreStorage.HYT.
Data requirements for the Papadopulos-Cooper solution are:
Time vs. Drawdown data at a pumping well
Pumping well dimensions
Pumping rate
Dimensionless Parameters

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For Papadopulos the dimensionless curve parameter SD is defined as.

with
rc : Radius of the full pipe in that the water level changes
rw: Radius of the screen
Using Effective Well Radius
The effective radius of the well typically lies somewhere between the radius of the filter
and the radius of the borehole (i.e. it is a calculated value). The exact value depends on
the usable pore volume of the filter pack.

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In AquiferTest, the following values are defined in the wells table.

B: Radius of the borehole
R: Radius of the screen
r: Radius of the riser pipe (casing)
n: Effective porosity of the annular space (gravel/sand pack)
Though not specifically indicated, AquiferTest uses the value R (i.e. screen radius) as
effective radius; however, if the option to use effective well radius (use r(w)) is
selected in the Wells table, AquiferTest computes this value according to the formula

5.7.12 Recovery Analysis - Agarwal Solution (1980)

When the pump is shut down after a pumping test, the water level inside the pumping
and observation wells begin to rise. This rise in water level is known as recovery
drawdown (s'). Recovery-test measurements allow the Transmissivity of the aquifer to
be calculated, thereby providing an independent check on the results of the pumping
test.
Recovery drawdown data can be more reliable than drawdown data because the
recovery occurs at a constant rate, whereas constant discharge pumping is often
difficult to achieve in the field. Recovery drawdown data can be collected from both the
pumping and observation wells.
Agarwal (1980) proposed a method to analyze recovery data with interpretation models
developed for the pumping period. The method is based on defining a recovery
drawdown s r and replacing the time axis, during the recovery, by an equivalent time te.

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Agarwal defines the recovery drawdown s r as the difference between the head h at any
time during the recovery period and the head hp at the end of the pumping period.

The recovery time tr is the time since the recovery started. It is related to the time t
since pumping started and to the total duration of pumping tp.

If we consider the case of the recovery after a constant rate pumping test, the head h in
the aquifer can be expressed with the Theis solution or can be approximated by the
Cooper-Jacob expression. Using the Cooper-Jacob expression, Agarwal expresses the
recovery drawdown as:

or

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with te the equivalent Agarwal time:

The expression of the recovery drawdown in this case is identical to the Cooper-Jacob
expression if one replaces the usual time by the equivalent Agarwal time te.
In the case of n successive pumping periods: with constant rate q1 for t=0 to t=t1,
constant rate q2 for t=t1 to t2, etc., the same result is obtained:

with an equivalent Agarwal time defined by:

with t0 = 0 and q0 = 0, and tr the time since the beginning of the recovery.
An example of a Agarwal Recovery analysis graph has been included below:

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In this example, only the recovery data is displayed. An example of an Agarwal recovery
solution is available in the project:
...\Users\Public\Documents\AquiferTest Pro\Examples\Agarwal-Recovery.HYT
The data requirements for the Recovery Solution are:
Recovery vs. time data at a pumping or observation well
Distance from the pumping well to the observation well
Pumping rate and duration
The Recovery solution can be applied to any standard pumping test method.
You must enter the pumping duration in the Discharge tab, and specify the pumping
rate as variable. If you entered measurements since the beginning of pumping, select
the Recovery Period only option, to analyze only the data recorded after pumping
was stopped. This check box is located directly above the Analysis graph.
You may enter recovery data only in the Water Levels tab, however, you still need to
define the pumping rate information.

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Assumptions and Domain of Validity

Agarwal (1980) derived rigorously the previous expressions under the assumptions of a
two dimensional radial convergent flow field, in an infinite confined aquifer, with a fully
penetrating well, with or without skin effect, and no well-bore storage. It assumes also
that the Cooper-Jacob approximation is valid (late time asymptote).
Agarwal shows empirically that the method is valid for a single well test with well bore
storage and skin effect when the pumping time is large.

where:
T = Transmissivity
rc = Casing radius if different from the screen radius
s = Skin factor
In addition, Agarwal demonstrates that the method provides good results for vertically
fractured wells with infinite and finite flow capacity fracture (Gringarten et al. solution).
Reference
Agarwal, R.G., 1980. A new method to account for producing time effects when
drawdown type curves are used to analyze pressure buildup and other test data.
Proceedings of the 55th Annual Fall Technical Conference and Exhibition of the Society
of Petroleum Engineers. Paper SPE 9289.

5.7.13 Horizontal Wells (Clonts & Ramey)

Note: This method is only available in AquiferTest Pro.
Horizontal wells are being used more commonly for groundwater resource
investigations and contaminated site remediation projects. Horizontal wells provide a
larger surface area for groundwater withdrawal, and more focused extraction of
groundwater and contaminants which migrate in a predominantly horizontal direction in
high conductivity aquifers. A variety of researchers have looked into the analysis of time-

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drawdown data for horizontal wells (Clonts and Ramey, 1986; Daviau et al., 1988;
Kawecki, 2000). The Clonts and Ramey solution to drawdown versus time for horizontal
wells is implemented in AquiferTest.
The following is the design of a horizontal well pumping from an infinite aquifer.

The following dimensionless parameters are defined:

where:
x, y, z: coordinates of the measuring point
xw, yw, z w: coordinates of the center of the horizontal well [L]

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kx, ky, kz : permeability in x, y, z direction [L/T]

D: aquifer thickness
L: half-length of the horizontal well [L]
The longitudinal axis of the horizontal well is parallel to the x-axis.
The dimensionless pressure is a function of 5 parameters:
PD = PD(tD, y D, eD, LD, XwD)
The analytical solution to this set of equations is the following:

Kawecki (2000) identified the following three phases for flow in horizontal wells:
1. Early radial flow
2. Early linear flow,
3. late pseudoradial flow

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Flow phases in horizontal well, from KAWECKI (2000)

Within AquiferTest, you need to define the well geometry for the Horizontal Well and
also set the well type to be "Horizontal" in the Wells page (under the Pumping Test tab)

5.7.14 Neuman & Witherspoon

When analyzing the results of pumping tests in horizontally layered systems, traditional
pumping test methods such as Hantush (1960) and Hantush-Jacob (Walton) (1955) assume
that storage in the aquitards is negligible and that drawdown in unpumped aquifers remains
near zero. At small values of time the first assumption amounts to neglecting the effects of
leakage completely. Errors introduced in this way can become significant when the factor
of Hantush exceeds 0.01, which may occur in many field situations. Furthermore, at large
values of time, the second assumption can also lead to serious errors unless the
transmissibilities of these aquifers are significantly greater than that of the pumped aquifer.
Lastly, the inclusion of drawdown data from unpumped aquifers, which cannot be accounted
for in other analysis methods, acts in this method as a means of further validating pumping
test conclusions. (Hemker C.J. and C. Maas, 1987) and Neuman, S.P. and P.A.
Witherspoon, (1969)
A conceptual illustration of the two aquifer system is shown below:

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AquiferTest supports the Neuman & Witherspoon conceptual model (confined two-aquifer
system), which allows you to estimate:.
T and S of the pumped aquifer
T and S of the unpumped aquifer
c (hydraulic resistance) of the aquitard. From this parameter, Kv can be calculated using
also the thickness of the aquitard. See page 24 in Kruseman & de Ridder (1.7.11) for
details.
The leakage is between the two aquifers only, there is no leakage from outside the system.
Furthermore, the order (from top downwards) must always be Aquifer-Aquitard-Aquifer (the
aquitard separates the two aquifers) The pumped aquifer can be either the top or the bottom
one, but not both.
The solution technique used in AquiferTest is based on (i.e. "Eigenvalue analysis") Hemker
and Maas (1987). For further information on this method, you are encouraged to read
Neuman and Witherspoon (1969) and Hemker and Mass (1987)
Important assumptions for this method include:
Within this system, water flows horizontally in the aquifers, which are separated by an
aquitard
All layers are of infinite horizontal extent within the area of influence of the pumping test
Aquifer layers have homogeneous and isotropic transmissivity and storativity values
Aquitard layers have homogeneous vertical resistance and storativity values
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Only saturated groundwater flow is considered

The top and base of the system have either no-drawdown or no-flow boundaries
Well screens fully penetrate the aquifer layer
Observation wells are screened in only one aquifer layer
Only drawdown (or build-up) as a result of pumping is considered
Darcys law is valid, except for turbulent flow near the well screen
Water from storage is discharged instantaneously with decline of head
Unsaturated zone flow does not influence drawdown
The change in water levels does not affect the transmissivity or storativity of any of the
aquifers or aquitards
Seepage faces at the water-table well can be safely ignored
Horizontal-deformation process effects are negligible
The discharge rate in any screened layer of any pumping well is not affected by the
drawdown caused by any other pumping well.
b < 1.0 (i.e. the radial distance from the well to the piezometers should be small

Within AquiferTest, the following assumptions can be relaxed using superposition, in

order to accommodate:
barrier/recharge boundary, and
variable discharge rate
An example of Neuman & Witherspoon analysis is below.

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An example project is available at:

...\Users\Public\Documents\AquiferTest Pro\Examples\Two-Aquifer-System.HYT.
In the Results panel for each observation well, you need to select which aquifer the well was
screen in. If it was in the Pumped aquifer, then place a check box beside this option; if it was
in the Unpumped aquifer, then leave this box unchecked, as shown below. (Note that if you
change this option, be sure to re-apply the automatic fit, or re-adjust your manual curve fit)

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For each observation well, the following parameters will be reported.

T and S for the pumped aquifer
c (hydraulic resistance, in units of time)
S (a) Storage coefficient for aquitard
T and S for the unpumped aquifer

The type curve parameters for this analysis are shown and explained below:

References:
Hemker C.J. and C. Maas, 1987. Unsteady Flow to Wells in Layered and Fissured Aquifer
Systems, Journal of Hydrology, vol. 90, pp. 231-249.
Neuman, S.P. and P.A. Witherspoon, 1969. Theory of flow in a confined two aquifer system,
Water Resources Research, vol. 5, no. 4, pp. 803-816.

5.8

References
Agarwal, R.G. (1970) An investigation of wellbore storage and skin effects in unsteady
liquid flow:1. analystical treatment. Society of Petroleum Engineers Journal
10:279-289.
Birsoy V.K. and W.K Sumpzers, 1980. Determination of aquifer parameters from step
tests and intermittent pumping data. Ground Water, vol. 18, pp. 137-146.

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Boulton, N.S. (1963). Analysis of data from non-equilibrium pumping tests allowing for
delayed yield from storage. Proc. Inst. Civil.Eng. 26, 469-482
Bouwer, H. 1989. The Bouwer and Rice Slug Test - An Update, Ground Water, vol.27,
No. 3, pp. 304-309.
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.
Butler, James J. 1998. The Design, Performance, and Analysis of Slug Tests. Lewis
Publishers, Boca Raton, Florida, 252 p.
Butler, J.J., Jr., Garnett, E.J., and Healey, J.M., Analysis of slug tests in formations of
high hydraulic conductivity, Ground Water, v. 41, no. 5, pp. 620-630, 2003.
Clonts, M.D. and H.J. Ramey (1986) Pressure transient analysis for wells with
horizontal drainholes. Paper SPE 15116, Society of Petroleum Engineer, Dallaz,
TX.
Cooper, H.H., J.D. Bredehoeft and I.S. Papadopulos, 1967. Response of a finitediameter well to an instantaneous charge of water. Water Resources Research,
vol. 3, pp. 263-269.
Cooper, H.H. and C.E. Jacob, 1946. A generalized graphical method for evaluating
formation constants and summarizing well field history, Am. Geophys. Union
Trans., vol. 27, pp. 526-534.
Dawson, K.J. and J.D. Istok, 1991. Aquifer Testing: design and analysis of pumping and
slug tests. Lewis Publishers, INC., Chelsea, Michigan 48118, 334 p.
Daviau, F., Mouronval, G., Bourdarot, G. and P. Curutchet (1988) Pressure Analysis for
Horizontal Wells. SPE Formation Evaluation, December 1988: 716 - 724. Paper
SPE 14251, Society of Petroleum Engineer, Dallas, TX.
Dominico, P.A. and F.W. Schwartz, 1990. Physical and Chemical Hydrogeology. John
Wiley & Sons, Inc. 824 p.
Driscoll, F. G., 1987. Groundwater and Wells, Johnson Division, St. Paul, Minnesota
55112, 1089 p.
Ferris, J.G., D.B. Knowless, R.H. Brown, and R.W. Stallman, 1962. Theory of aquifer
tests. U.S. Geological Survey, Water-Supply Paper 1536E, 174 p.
Fetter, C.W., 1988. Applied Hydrogeology, Second Edition, Macmillan Publishing
Company, New York, New York, 592 p.
Fetter, C.W., 1994. Applied Hydrogeology, Third Edition, Prentice-Hall, Inc., Upper
Saddle River, New Jersey, 691 p.

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Freeze, R.A. and J.A. Cherry, 1979. Groundwater, Prentice-Hall, Inc. Englewood Cliffs,
New Jersey 07632, 604 p.
Gringarten, A.C.; Bourdet, D.; Landel, P.A.; Kniazeff, V.J. 1979. A comparison between
different skin and wellbore storage type curves for early-time transient analysis:
paper SPE 8205, presented at SPE-AIME 54th Annual Fall Technical Conference
and Exhibition, Las Vegas, Nev., Sept. 23-26.
Hantush, M.S. and C.E. Jacob, 1955. Non-steady radial flow in an infinite leaky aquifer,
Am. Geophys. Union Trans., vol. 36, pp. 95-100.
Hall, P., 1996. Water Well and Aquifer Test Analysis, Water Resources Publications.
LLC., Highlands Ranch, Colorado 80163-0026, 412p.
Hvorslev, M.J., 1951. Time Lag and Soil Permeability in Ground-Water Observations,
bul. no. 26, Waterways Experiment Station, Corps of Engineers, U.S. Army,
Vicksburg, Mississippi
Kawecki, M.W. (2000) Transient flow to a horizontal water well. Ground Water 38
(6):842-850.
Kruseman, G.P. and N.A. de Ridder, 1979. Analysis and evaluation of pumping test
data. Bull. 11, Intern. Inst. for Land Reclamation and Improvements, Wageningen,
Netherlands, 200 p.
Kruseman, G.P. and N.A. de Ridder, 1990. Analysis and Evaluation of Pumping Test
Data Second Edition (Completely Revised) ILRI publication 47. Intern. Inst. for Land
Reclamation and Improvements, Wageningen, Netherlands, 377 p.
A.F., 1984. Double-Porosity Models for Fissured Groundwater Reservoir with Fracture
Skin. Water Resources Research, vol. 20, No. 7, pp. 831-846.
A.F., 1988. The Response of Partially Penetrating Wells to Pumpage from DoublePorosity Aquifers. Symposium Proceedings of International Conference on Fluid
Flow in Fractured Rocks. Hydrogeology Program-Department of Geology, Georgia
State University, pp. 208-219.
Moench, A.F., 1984. Double-Porosity Models for a Fissured Groundwater Reservoir
With Fracture Skin. Water Resources Research, vol. 20, No. 7, pp.831-845.
Moench, A.F., 1993. Computation of Type Curves for Flow to Partially Penetrating Wells
in Water-Table Aquifers. Ground Water, vol. 31, No. 6, pp. 966-971.
Moench, A.F., 1994. Specific Yield as Determined by Type-Curve analysis of
Aquifer_Test Data. Ground Water, vol. 32, No.6, pp. 949-957.
Moench, A.F., 1995. Combining the Neuman and Boulton Models for Flow to a Well in
an Unconfined Aquifer. Ground Water, vol. 33, No. 3, pp. 378-384.
Moench, A.F., 1996. Flow to a Well in a Water-Table Aquifer: An Improved Laplace
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Transform Solution. Ground Water, vol. 34. No. 4, pp. 593-596.

Nwankwor, G.I., 1985. Delayed Yield Processes and Specific Yield in a Shallow Sand
Aquifer. Ph.D. Thesis, Department of Earth Sciences, University of Waterloo.
Neuman, S.P., 1975. Analysis of pumping test data from anisotropic unconfined
aquifers considering delayed yield, Water Resources Research, vol. 11, no. 2, pp.
329-342.
Papadopulos, I.S.; Cooper, H.H. Jr. (1967): Drawdown in a well of large diameter.Water Resources Res., Vol. 3, pp. 241-244.
Reed, J. C. (1980): Techniques of Water-Resource Investigations of the United States
Geological Survey, Chapter B3, Type curves for selected problems of flow to wells
in confined aquifers.- USGS, Book 3 Application of Hydraulics, Arlington, VA.
Renard, P. (2001): Quantitative analysis of groundwater field experiments.- 222 S., ETH
Zrich, unpublished.
Theis, C.V., 1935. The relation between the lowering of the piezometric surface and the
rate and duration of discharge of a well using groundwater storage, Am. Geophys.
Union Trans., vol. 16, pp. 519-524.
Walton, W.C., 1962. Selected analytical methods for well and aquifer elevation. Illinois
State Water Survey, Bull., No. 49; 81 pg.
Walton, W.C., 1996. Aquifer Test Analysis with WINDOWS Software. CRC Press, Inc.,
Boca Raton, Florida 33431, 301 p.
Warren, J.E. & Root, P.J. (1963): The behaviour of naturally fractured reservoirs.- Soc.
of Petrol. Engrs. J., Vol. 3, 245-255.
Weeks, E.P. (1969): Determining the ratio of horizontal to vertical permeability by
aquifer-test analysis.- Water Resources Res., Vol. 5, 196-214.

Well Performance Methods

This section provides a summary of various techniques for calculating the efficiency of the
production well.
Specific Capacity Analysis
Hantush-Bierschenk Well Loss Analysis
Well Efficiency

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AquiferTest Pro Help

Specific Capacity
This test is commonly used to evaluate over time the productivity of a well, which is
expressed in terms of its specific capacity, Cs . Specific capacity is defined as:

where,
Q = pumping rate
Dhw = drawdown in the well due to both aquifer drawdown and well loss.
Well loss is created by the turbulent flow of water through the well screen and into the
pump intake. The results of testing are useful to track changes in well yield over time, or
to compare yields between different wells.
Specific capacity is estimated by plotting discharge on a linear X axis and drawdown on
a linear Y axis, and measuring the slope of the straight line fit.
An example of a Specific Capacity test has been included in the following figure:

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An example of a Specific Capacity analysis is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\SpecificCapacity.HYT
The units for the specific capacity measurement are the following:
Pumping rate (units) per distance (ft or m) of drawdown. For example:

which becomes....

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The Specific Capacity test assumes the following:

The well is pumped at a constant rate long enough to establish an equilibrium
drawdown
Drawdown within the well is a combination of the decrease in hydraulic head
(pressure) within the aquifer, and a pressure loss due to turbulent flow within the well
The data requirements for the Specific Capacity test are:
Pumping well geometry
Drawdown vs. discharge rate data for the pumping well. This data is entered in the
Discharge tab, as shown below.

6.2

Hantush-Bierschenk Well Loss Solution

The Hantush-Bierschenk Well Loss Solution is used to analyze the results of a variable
rate step test to determine both the linear and non-linear well loss coefficients B and
C. These coefficients can be used to predict an estimate of the real water level
drawdown inside a pumping well in response to pumping. Solution methods such as
Theis (1935) permit an estimate of the theoretical drawdown inside a pumping well in
response to pumping, but do not account for linear and non-linear well losses which
result in an increase in drawdown inside the well. Quite often, these non-linear head
losses are caused by turbulent flow around the pumping well (Kruseman and de Ridder,
1990).

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The solution is appropriate for the conditions shown in the following figure, where the
aquifer is confined and D is the thickness of the saturated zone.

The figure above illustrates a comparison between the theoretical drawdown in a well
(S1) and the actual drawdown in the well (S2) which includes the drawdown
components inherent in S1 but also includes additional drawdown from both the linear
and non-linear well loss components.
The general equation for calculating drawdown inside a pumping well that includes well
losses is written as:

where,
s w = drawdown inside the well
B = linear well-loss coefficient
C = non-linear well-loss coefficient
Q = pumping rate
p = non-linear well loss fitting coefficient
p typically varies between 1.5 and 3.5 depending on the value of Q; Jacob proposed a
value of p = 2 which is still widely used today (Kruseman and de Ridder, 1990).

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AquiferTest calculates a value for the well loss coefficients B and C which you can use
in the equation shown above to estimate the expected drawdown inside your pumping
well for any realistic discharge Q at a certain time t (B is time dependent). You can then
use the relationship between drawdown and discharge to choose, empirically, an
optimum yield for the well, or to obtain information on the condition or efficiency of the
well.
An example of a Hantush-Bierschenk Well Loss analysis graph has been included
below:

An example of a Hantush-Bierschenk analysis is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\Hantush Bierschenk2.HYT
The table below illustrates a comparison of the results, with those published in
Kruseman and de Ridder,1990.

Published:
AquiferTest
Kruseman
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and de
Ridder, 1990
B

3.07E-3

3.26E-3

1.15E-7

1.45E-7

The Hantush-Bierschenk Well Loss Solution assumes the following:

The aquifer is confined, leaky, or unconfined
The aquifer has an apparent infinite extent
The aquifer is homogeneous, isotropic, and of uniform thickness over the area
influenced by pumping
The piezometric surface was horizontal prior to pumping
The aquifer is pumped step-wise at increased discharge rates
The well is fully penetrating
The flow to the well is in an unsteady state
The data requirements for the Hantush-Bierschenk Well Loss Solution are:
Time-drawdown data from the pumping well
Time-discharge data for at least three equal duration pumping sessions
Using the Hantush-Bierschenk Well Loss Solution is simply a matter of formatting the
data correctly. The table below illustrates the pumping time and discharge rates for the
example project (Hantush Bierschenk2.HYT).
Time (min.)

Discharge (m 3/d)

180

1306

360

1693

540

2423

720

3261

900

4094

1080

5019

When you enter your time-discharge data in AquiferTest, your first entry is the initial
pumping rate. Using the table above as an example, the pumping rate from 0-180
minutes was 1306 m 3/day. The second pumping rate from 180-360 minutes was 1693

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m 3/day, and so on.

The figure below shows the data entered in the Time-Discharge table.

If steady-state flow is reached in each step, enter the discharge-water level data in the
Discharge-Waterlevel table, as shown in the image below.

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Alternatively, for a step-test where flow is at an unsteady-state, click on the

Extrapolate... button to extrapolate the discharge-water level values from the timedrawdown data.
Upon selecting, the Extrapolate Discharge-Waterlevel dialog will open, as shown
below.

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This dialogue allows you to edit the number of steps to include in the analysis, as well
as the line-fitting parameters for each step.
Each step in the analysis corresponds to a pumping rate entered in the pumping test
tab. In the example above, there are six pumping rates in the test which therefore allows
a maximum of six steps in the analysis.
The time-drawdown data is plotted on a semi-log graph, and the slope of each line is
determined based on the Number of data points you specify. Selection of data points
begins at the end of the step and progresses backward in time as you add more points
for the line slope calculation. For example, if the number of points is equal to five then
AquiferTest will use the last five data points in each step to calculate the slope.
The Time Interval is the time from the beginning of each step at which the change in
drawdown (Ds) for each step is measured. The point of time for calculating Ds is
calculated as follows:

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where:
ti = starting time of step
Dt = the specified time interval
tds = calculation point for Ds
This measurement point is essential as the difference in drawdown is calculated
between each step. The selection of the time interval is left to the discretion of the user.
AquiferTest then uses the drawdown differences and the specified time interval to
produce two coefficients: B (linear well loss coefficient) and C (non-linear well loss
coefficient). These coefficients can be used to estimate the expected drawdown inside
your pumping well for a realistic discharge (Q) at a certain time (t). This relationship can
allow you to select an optimum yield for the well, or to obtain information on the
condition or efficiency of the well.
Finally, the Number of pumping steps allows you to edit the number of steps (i.e.
changes in the discharge rate) to use in the discharge versus drawdown plot. You
should have a minimum of three steps specified to assist in obtaining a good fit of the
line to the analysis plot.
Once the extrapolation settings have been defined, click [Ok] to accept the drawdown
values. To select the analysis method, from the main menu, go to Analysis \ Pumping
Well Analysis \ Well Losses.
For more information on the Hantush-Bierschenk Well Loss solution, please refer to a
pumping test reference such as Kruseman and de Ridder (1990).

6.3

Well Efficiency
The efficiency of a pumping well expresses the ratio of aquifer loss (theoretical drawdown) to
total (measured) drawdown in the well. (Kruseman and de Ridder)
A well efficiency of 70% or more is usually considered acceptable, with 65% being accepted
as the minimum efficiency
(Hydrogeology and Groundwater Modeling, Neven Kresic)
The well efficiency V is defined by

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The program plots V vs. Q whereas B and Q can be specified by the user.
The line is plotted over the full range of Q in the diagram.
When creating a Well efficiency analysis the program uses the B and C values of the first
Well losses analysis in the project. If there is no Well Loss Analysis available, a dialog shows
up and will ask you to first create this well losses analysis.
The well efficiency plot can be created anyway, but the user has to enter the B and C values.
A Well Efficiency diagram can be created by selecting Analysis/Create Pumping well analysis
/Well Efficiency. The following window should then appear:

The program can display a point at a given discharge rate to indicate that the well matches a
specific quality criterion. This is currently named Threshold and located in the Display panel.
From this point vertical and horizontal lines are drawn for easier identification.
You can enter a specific well efficiency, and see what discharge rate is required in order to
achieve that efficiency level.
Click on the [...] button in the "Discharge" panel. The window below will appear. Enter the
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desired value, then click OK. AquiferTest will then calculate required Discharge rate.

Slug Test Solution Methods

In a slug test, a solid slug is lowered into the piezometer, instantaneously raising the
water level in the piezometer. The test can also be conducted in the opposite manner by
instantaneously removing a slug or volume of water (bail test).
With the slug test, the portion of the aquifer tested for hydraulic conductivity is small
compared to a pumping test, and is limited to a cylindrical area of small radius (r)
immediately around the well screen.
AquiferTest provides the following slug test analysis methods:
Bouwer & Rice
Hvorslev
Cooper-Bredehoeft-Papadopulos
Butler High-K
Dagan

7.1

Bouwer-Rice Slug Test

The Bouwer-Rice (1976) slug test is designed to estimate the hydraulic conductivity of
an aquifer. The solution is appropriate for the conditions shown in the following figure.

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Bouwer-Rice (1976) developed an equation for hydraulic conductivity as follows:

where:
r = piezometer radius (or reff if water level change is within the screened
interval)
R = radius measured from centre of well to undisturbed aquifer material
Rcont = contributing radial distance over which the difference in head, h0, is
dissipated in the aquifer
L = the length of the screen
b = length from bottom of well screen to top of the aquifer

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ht = displacement as a function of time (ht/h0 must always be less than one, i.e.
water level must always approach the static water level as time increases)
h0 = initial displacement
Since the contributing radius (Rcont) of the aquifer is seldom known, Bouwer-Rice
developed empirical curves to account for this radius by three coefficients (A,B,C)
which are all functions of the ratio of L/R. Coefficients A and B are used for partially
penetrating wells, and coefficient C is used only for fully penetrating wells.
To analyze partially penetrating wells, select the Partially Penetration option in the
Wells table.
The calculated coefficient values can be displayed for a Bouwer & Rice analysis by
navigating to the main menu bar and selecting Analysis > Statistics. An example of the
information window is shown below:

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The data are plotted with time on a linear X axis and ht/ho on a logarithmic Y axis.
The effective piezometer radius, r, should be specified as the radius of the piezometer,
unless the water level falls within the screened portion of the aquifer during the slug test.
If the water level is in the well screen, the effective radius may be calculated as follows:

where n is the porosity of the gravel pack around the well screen.
reff is the same as r(w), which is defined in the Wells table.

Slug Test Bail Test

In cases where the water level drops within the screened interval, the plot of h/h0 vs. t
will often have an initial slope and a shallower slope at later time. In this case, the fit
should be obtained for the second straight line portion (Bouwer, 1989).
An example of a Bouwer-Rice analysis graph has been included in the following figure:

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An example of a Bouwer & Rice slug test is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\SlugTest1.HYT.
The Bouwer-Rice Solution assumes the following:
Unconfined or leaky-confined aquifer (with vertical drainage from above) of
apparently infinite extent
Homogeneous, isotropic aquifer of uniform thickness
Water table is horizontal prior to the test
Instantaneous change in head at start of test
Inertia of water column and non-linear well losses are negligible
Fully or partially penetrating well
The well storage is not negligible
The flow to the well is in a steady state
There is no flow above the water table
Data requirements for the Bouwer-Rice Solution are:
Drawdown / recovery vs. time data at a test well
Observations beginning from time zero onward (the value recorded at t=0 is used as
the initial displacement value, H0, by AquiferTest and thus it must be a non-zero
value)

NOTE: It is important to emphasize that when the Bouwer-Rice method is applied to

data from a test in a well screened across the water table, the analyst (user) is adopting

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a simplified representation of the flow system, i.e., both the position of the water table
and the effective screen length, are not changing significantly during the course of the
test (Butler, 1998).
For the Bouwer-Rice slug test method, you must enter all values for the piezometer
geometry.
The effective piezometer radius (r) should be entered as the inside radius of the
piezometer/well casing if the water level in the piezometer is always above the screen,
or as calculated by reff=[r2(1-n) + nR2]1/2, where n = porosity, if the water level falls
within the screened interval during the slug test (where r = the inside radius of the well,
R = the outside radius of the filter material or developed zone, and n = porosity). To use
the effective radius, check the box in the Use r(w) column in the wells grid (scroll to the
very right) of Slug test tab.
The radius of the developed zone (R) should be entered as the radius of the borehole,
including the gravel/sand pack.
The Length of the screened interval (L), should be entered as the length of screen within
the saturated zone under static conditions.
The height of the stagnant water column (b), should be entered as the length from the
bottom of the well screen to the top of the aquifer.
The saturated thickness of the aquifer (D), should be entered as the saturated thickness
under static conditions.

7.2

Hvorslev Slug Test

The Hvorslev (1951) slug test is designed to estimate the hydraulic conductivity of an
aquifer. The rate of inflow or outflow, q, at the piezometer tip at any time t is proportional
to K of the soil and the unrecoverable head difference:

The following figure illustrates the mechanics of a slug test:

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Hvorslev defined the time lag, TL (the time required for the initial pressure change
induced by the injection/extraction to dissipate, assuming a constant flow rate) as:

where:
r is the effective radius of the piezometer
F is a shape factor that depends on the dimensions of the piezometer intake
(see Hvorslev (1951) for an explanation of shape factors)
K is the bulk hydraulic conductivity within the radius of influence.

Substituting the time lag into the initial equation results in the following solution:

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where:
ht is the displacement as a function of time
h0 is initial displacement.
The field data are plotted with log ht / ho on the Y axis and time on the X axis. The value
of TL is taken as the time which corresponds to ht/ho = 0.37, and K is determined from
the equation above. Hvorslev evaluated F for the most common piezometers, where the
length of the intake is greater than eight times the screen radius, and produced the
following general solution for K:

where:
L is the screen length
R is the radius of the well including the gravel pack
TL is the time lag when ht/h0 = 0.37
The effective piezometer radius, r, should be specified as the radius of the piezometer
(check the Use r(w) in the Wells grid).
Slug Test Bail Test

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In cases where the water level drops within the screened interval, the plot of ht/h0 vs. t
will often have an initial slope and a smaller slope at later time (known in the literature as
the double straight line effect). In this case, you should manually fit the line to the
second straight-line portion of the data (Bouwer, 1989). It is not necessary for the line to
go through (1,0).
An example of a Hvorslev analysis graph has been included in the following figure
:

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An example of a Hvorslev slug test is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\SlugTest2.HYT
The Hvorslev Solution assumes the following:
Unconfined or non-leaky confined aquifer of apparently infinite extent
Homogeneous, isotropic aquifer of uniform thickness
Water table is horizontal prior to the test
Instantaneous injection/withdrawal of a volume of water results in an instantaneous
change in water level
Inertia of water column and non-linear well losses are negligible
Fully penetrating well
The well is considered to be of an infinitesimal width
Flow is horizontal toward or away from the well
Data requirements for the Hvorslev Solution are:
Drawdown / recovery vs. time data at a test well
Observations beginning from time zero onward (the observation at t=0 is taken as the
initial displacement value, H0, and thus it must be a non-zero value)
NOTE: Hvorslev has presented numerous formulae for varying well and aquifer
conditions. AquiferTest uses a formula method that can be applied to unconfined in
addition to confined conditions. This method could be applied to unconfined conditions
for most piezometer designs, where the length is typically quite a bit greater than the
radius of the well screen. In this case, the user must assume that there is a minimal
change in the saturated aquifer thickness during the test. Finally, it is also assumed that
the flow required for pressure equalization does not cause any perceptible drawdown of
the groundwater level. For other conditions and more details, please refer to the original
Hvorslev paper.
For the Hvorslev analysis method, you must enter all values for the piezometer
geometry.
The effective piezometer radius (r) should be entered as the inside radius of the
piezometer / well casing if the water level in the piezometer is always above the
screen, or as calculated by reff=[r2(1-n) + nR2]1/2 if the water level falls within the
screened interval during the slug test (where r = the inside radius of the well, R = the
outside radius of the filter material or developed zone, and n = porosity). To use
effective radius, check the box in the Use r(w) column of the wells grid (scroll to the
very right).
The radius of the developed zone (R) should be entered as the radius of the borehole,
including the gravel/sand pack. The Length of the screened interval (L), should be
entered as the length of screen within the saturated zone under static conditions.

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363

Cooper-Bredehoeft-Papadopulos Slug Test

The Cooper-Bredehoeft-Papadopulos (1967) slug test applies to the instantaneous
injection or withdrawal of a volume of water from a large diameter well cased in a
confined aquifer. If water is injected into the well, then the initial head is above the
equilibrium level and the solution method predicts the buildup. On the other hand if water
is withdrawn from the well casing, then the initial head is below the equilibrium level and
the method calculates the drawdown. The drawdown or buildup s is given by the
following equation:

where

and
H0 = initial change in head in the well casing due to the injection or withdrawal
r = radial distance from the injection well to a point on the radial cone of depression
rc = effective radius of the well casing
rw = effective radius of the well open interval
T = Transmissivity of the aquifer
S = Storativity of the aquifer

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t = time since the injection or withdrawal

J 0 = Zero Order Bessel function of the first kind
J 1 = First Order Bessel function of the first kind
Y0 = Zero Order Bessel function of the second kind
Y1 = First Order Bessel function of the second kind
The following diagram illustrates the mechanics for the Cooper-BredehoeftPapadopulos Solution:

An example of a Cooper-Bredehoeft-Papadopulos analysis graph has been included in

the following figure:

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An example of a Cooper-Bredehoeft-Papadopulos slug test is available in the project:

...\Users\Public\Documents\AquiferTest Pro\Examples\SlugTest1.HYT
The Cooper-Bredehoeft-Papadopulos method assumes the following:
confined aquifer
the aquifer is isotropic, homogenous, compressible and elastic
the layers are horizontal and extend infinitely in the radial direction
the initial piezometric surface (before injection) is horizontal and extends infinitely in
the radial direction
Darcys law is valid for the flow domain
the well is screened over the entire saturated thickness of the aquifer (is fully
penetrating)
the volume of water is injected or withdrawn instantaneously at time t = 0
The data requirements for the Cooper-Bredehoeft-Papadopulos Solution are:
Time vs. depth to water level at a large diameter test well
well geometry
Dimensionless Parameters

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Additional type curves for this method may be added by changing the CD value, in the
Type Curve properties dialog, as shown below.

7.4

High-K Butler
The Butler High-K method (Butler et al., 2003) is appropriate for the analysis of slug
tests performed in partially penetrating wells in formations of high hydraulic conductivity.
Type curves for this method are generated using the damped spring solution of
classical physics (Kreyszig, 1979):

For CD < 2

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For CD = 2

For CD > 2
where
CD = Dimensionless damping parameter
g = gravitational accelerations
H0 = change in water level initiating a slut test (initial displacement)
Le = effective length of water column in well
td = dimensionless time parameter
w = deviation of water level from static level in well
wd = normalized water-level deviation (w/H0)

wd = dimensionless frequency parameter

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The hydraulic conductivity is estimated by substituting values for CD and tD/d into the
equation appropriate for test conditions
Unconfined - High K Bouwer and Rice Model (Springer and Gelhar 1991)

Confined - High-K Hvorslev Model (Butler 1998)

For an example tutorial of the High-K Butler method, please see "Exercise 8: High-K
Butler Method" on page 295.

7.5

Dagan Slug Test

The Dagan (1978) slug test analysis method is useful for determining the hydraulic
conductivity in wells that are screened across the water table in an unconfined aquifer and
where the length of the well screen is much larger than the well radius (L/R>50). The main
limitation of this method is the requirement that the length of the active part of the well should
be much larger than the well radius (Dagan, G., 1978)
For more details on appropriate use of this method, please consult:
Dagan, G., 1978. A note on packer, slug, and recovery tests in unconfined aquifers, Water
Resources Research, vol. 14, no. 5. pp. 929-934.
and
Butler, J.J., Jr., 1998. The Design, Performance, and Analysis of Slug Tests, Lewis
Publishers, New York, 252p
AquiferTest has added this method as one of the several options for analyzing your slug test
data. Using the streamlined user interface, you can easily start a project, enter the well
geometry, add the water level recordings and create the analysis. New analyses can be
created and compared as needed.

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Lugeon Tests
Background
The Lugeon test (or Packer Test) is an in-situ testing method widely used to estimate the
average hydraulic conductivity of rock formations. The test is named after Maurice Lugeon
(1933), a Swiss geologist who first formulated the test. The test is also referred to as a Water
Pressure Test. The Lugeon test is a constant rate injection test carried out in a portion of a
borehole isolated by inflated packers. Water is injected into the isolated portion of the
borehole using a slotted pipe. Water is injected at specific pressure steps and the resulting
pressure is recorded when the flow has reached a quasi-steady state condition. A pressure
transducer is also located in that portion of the borehole to measure the pressure with a help
of reading station on the surface. The results provide information about hydraulic conductivity
of the rock mass including the rock matrix and the discontinuities. (Royle, 2010)

Assumptions and Limitations

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One of the main drawbacks of the Lugeon test is that only a limited volume of rock around the
hole is actually affected by the test. It has been estimated that the effect of the Lugeon tests
with a test interval length of 10 feet - is restricted to an approximate radius of 30 feet around
the borehole (Bliss and Rushton, 1984). This suggests that the hydraulic conductivity value
estimated from this test is only representative for a cylinder of rock delimited by the length of
the test interval and the radius given above. The test can be applied for both vertical and
slanted/angled boreholes. AquiferTest assumes that flow meter readings are taken every
one minute.

References and Suggested Readings

Wikipedia: http://en.wikipedia.org/wiki/Lugeon
http://www.geotechdata.info/geotest/Lugeon_test.html
Standard Operating Procedures for Borehole Packager Testing, Michael Royle, SRK
Consulting.
Quiones-Rozo, Camilo (2010):Lugeon test interpretation, revisited. In: Collaborative
Management of Integrated Watersheds, US Society of Dams, 30th Annual Conference, S.
405414.
Bliss, J., Rushton, K. (1984). The reliability of packer tests for estimating the hydraulic
conductivity of aquifers. Q. J. Eng. Geol. Vol. 17, pp. 81-91.
Houlsby, A. (1976). Routine Interpretation of the Lugeon Water-Test. Q. J. Eng. Geol. Vol. 9,
pp. 303-313.
Fell, R., MacGregor, P., Stapledon. D., Bell, G. (2005). Geotechnical Engineering of Dams.
Taylor & Francis. London. UK.

8.1

Test Description
The following is a general description of the test. There are several variations and
interpretations of the Lugeon test. Readers are encouraged to consult the supporting
materials in the References section. A more thorough description of the field procedure can
be found in ISO 22282-3. (Geotechnical investigation and testing -- Geohydraulic testing -Part 3: Water Pressure Tests in Rock)
Based on the drill core, an assessment of the expected injection rates and pressure can be
made. The tester will need to have an idea of the pressures to be tested. The expected
pressure range will be based on the estimated permeability of the rock and the expected
intake of injected water. These will have to be assessed based on previous experience in the
borehole(s), and correlated to the pumping equipment available. A maximum test pressure
(Pmax) is defined so that it does not exceed the in-situ minimum stress, thus avoiding
hydraulic fracturing.
The following figure shows a typical field setup:
Scenario 1: Deployment using Borehole Transducer to measure pressure data.

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Scenario 2: Deployment using pressure data measured in a Pressure Gauge station. For this
scenario, you must provide the "Gauge Position" in the Lugeon Test tab in AquiferTest

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The test is typically conducted in five steps (or stages). At each step, a constant water
pressure is applied for a duration of 10 minutes (or until steady state flows are measured).
Readings of water pressure and flow rate are measured every minute. Flow readings may
be recorded as Flux or Volume, and this will depend on the meter type that is being used.
This setting is defined in the Lugeon Test tab, under "Flow Meter Type".
The first step typically uses a low water pressure. For the second step, the pressure is
increased and flow readings are again recorded for 10 minutes (or until steady-state
conditions are achieved). This is repeated for subsequent steps until reaching Pmax. Once
Pmax is reached, pressures are then decreased for subsequent steps following the same
pressures used on the way up, thus describing a pressure loop. (For example, Step 1
Pressure = Step 5 Pressure; Step 2 Pressure = Step 4 Pressure). The table below shows a
description of this concept along with example pressure factors typically used during the five
test steps.
Step
1
2
3
4
5

Descriptio Pressure
n
Factor
Low
0.50 *
Pmax
Med
0.75 *
Pmax
P max
Pmax
Med
0.75 *
Pmax
Low
0.50 *
Pmax

Pressure
(PSI)
40
60
80
60
40

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In some cases, the test may involve only 3 pressure steps, in which case Pmax is at step 2
and the step 1 pressure should equal the step 3 pressure.
The Gauge Pressures and recorded Flow Meter Readings are entered into the Lugeon Test
Data & Analysis tab as shown below.

From the recorded data, AquiferTest calculates the Average Flow Reading, the Hydraulic
Conductivity, and Lugeon value (all values in the yellow cells shown above). These values are
used in the analysis diagrams shown at the bottom of the Lugeon Test Data & Analysis tab.
Once a Lugeon value has been computed for each of the five steps, a representative value of
hydraulic conductivity can selected based on the trend observed throughout the test. For
more details, see the Analysis and Interpretation sections below.
The test is typically conducted along several vertical intervals in a single borehole. After the
test is complete, the packers are deflated, then moved into the new position in the borehole,
re-inflated and the test procedure is repeated as described above. In AquiferTest, a single
borehole can have multiple Lugeon Tests at various intervals. Use the "Duplicate Test"
option, to create a copy of the current Lugeon Test. Then change the test interval geometry,
and enter the new test data. A summary of interpretations from multiple tests is included in
the reports section.

8.2

Theory
The equation to calculate the conductivity is:

Ro
R
2HL

Q ln
K
where:

K = hydraulic conductivity
Q = injection rate
Ro = Radius of influence (L is typically used in this scenario)
R = Radius of the borehole
H = net injection head
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L = length of test section

where

L
R

10

The Lugeon Value is calculated as follows:

Lugeon Value

Q
L

Po
P

where:
Q = injection rate
L = length of test section
Po = reference pressure of 1 MPa (equivalent to 10 bar or 145 psi)
P = net injection pressure (at the specific step)
The conversion of pressure (P) into injection head (H) is calculated as follows:

P
pg

H
P

pg

where
g = acceleration due to gravity, default value 9.81 m/s
p = density of water, default value 999.7 kg / m
These constants may be adjusted in the Tools / Options, Constants tab.
Under ideal conditions (i.e., homogeneous and isotropic) one Lugeon is equivalent to 1.3 x 105
cm/sec (Fell et al., 2005).

8.3

Data Requirements
The following data are required for conducting a Lugeon Test Analysis in AquiferTest
Borehole Geometry (defined in the Lugeon Test tab)
Pressure Reading Type: Borehole Transducer or Surface Gauge
Top of Test Interval (measured as a depth from the ground surface)
Bottom of Test Interval (measured as a depth from the ground surface)
Depth to GW (groundwater); if this is not known, it is generally recommended to enter the
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center of the test interval as a default.

Radius of Test Section: can be explicitly defined or use the Borehole radius (B) value
defined for the Test bore
Radius of Influence; generally this assumed to be the same as the length of the test
interval, however it can be overridden with another value (note the assumptions of the
Radius of Influence as explained below).
Flow Meter type: flow readings can be recorded and entered as flux or volume
Test Data (defined in the Lugeon Test Data & Analysis tab)
# of Pressure Steps
# of Flow Readings
Recorded Gauge Pressure for each step
Flow meter reading for each step (recorded as either Flux or Volume, as determined by the
specified "Flow Meter Type" in the Lugeon Test tab)

8.4

Analysis and Interpretation

Data Analysis
In order to simplify the interpretation of the results, AquiferTest provides a set of diagnostic
plots representing typical flow behaviours that can be encountered in fractured rock.
AquiferTest includes the typical Lugeon diagrams as proposed by Houlsby (1976), and also
includes the additional typical curves for flow loss vs. pressure space, as described by
Quiones-Rozo (2010).
Pressure Diagram
The Gauge Pressure data are read from the grid and plotted on a simple Pressure vs. Step
diagram as shown below

Lugeon Diagram
For each step, the Lugeon value is calculated using the equations described above and
plotted on a simple bar chart as shown below.

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The trends from the Lugeon Diagram can be compared to the diagnostic plots as described
below to identify typical behaviour and choose a suitable Lugeon value.
Flow vs. Pressure Diagram
It is also possible to analyze the Lugeon test results using the flow loss vs. pressure space,
with flow loss defined as the flow rate divided by the length of the test interval (Q/L). For each
step, the Average Flow Rate is calculated from the defined readings and displayed in the
table (in the column after the last flow reading). The Gauge Pressure and Average Flow Rate
for each step are then plot on the "Flow vs Pressure" diagram as shown below.

Each orange point corresponds to one step, consisting of an average flow reading at a given
pressure. A line is drawn starting at the origin and connecting each data point in sequence of
the order of the steps (with the directional arrows corresponding to the sequence of the
steps), thus forming the pressure loop. The slope of each line segment is indicative of the
Lugeon value as the test proceeds. A shallow slope corresponds to a low Lugeon value, a
steep slope corresponds to high Lugeon value. This interpretation technique makes it useful
to do real-time monitoring and interpretation of the test data in the field. The shape of these
curves can be compared to the diagnostic plots as explained below.

Lugeon Test Interpretation

The following table summarizes the typical flow behaviours and corresponding diagnostic
Lugeon Pattern and Representative Lugeon Value (based on Houlsby (1976) and Flow vs.
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Pressure Patterns based on Quiones-Rozo, (2010).

Behaviou
Flow vs. Pressure
Lugeon Pattern
r
Pattern
Laminar
Flow

Turbulent
Flow

Dilation

Representative
Lugeon Value
Average of Lugeon
values for all steps
Lugeon value
corresponding to the
highest water pressure
(3rd step)
Lowest Lugeon value
recorded,
corresponding either to
low or medium water
pressures (1st,2nd, 4th,
5th step)

Wash-out

Highest Lugeon value

recorded
(5th step)

Void Filling

Final Lugeon value

(5th step)

Typical Lugeon Behaviours

Based on Houlsby (1976)
Laminar Flow: The hydraulic conductivity of the rock mass is independent of the water
pressure employed. This behavior is characteristic of rock masses with low hydraulic
conductivities, where seepage velocities are relatively small (i.e., less than four Lugeons).
Turbulent Flow: The hydraulic conductivity of the rock mass decreases as the water
pressure increases. This behavior is characteristic of rock masses exhibiting partly open to
moderately wide cracks.
Dilation: Similar hydraulic conductivities are observed at low and medium pressures;
however, a much greater value is recorded at the maximum pressure. This behavior
which is sometimes also observed at medium pressures occurs when the water
pressure applied is greater than the minimum principal stress of the rock mass, thus
causing a temporary dilatancy (hydro-jacking) of the fissures within the rock mass.
Dilatancy causes an increase in the cross sectional area available for water to flow, and
thereby increases the hydraulic conductivity.
Wash-Out: Hydraulic conductivities increase as the test proceeds, regardless of the
changes observed in water pressure. This behavior indicates that seepage induces
permanent and irrecoverable damage on the rock mass, usually due to infillings wash out
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and/or permanent rock movements.

Void Filling: Hydraulic conductivities decrease as the test proceeds, regardless of the
changes observed in water pressure. This behavior indicates that either: (1) water
progressively fills isolated/non-persistent discontinuities, (2) swelling occurs in the
discontinuities, or (3) fines flow slowly into the discontinuities building up a cake layer that
clogs them.
In AquiferTest, when you click on the icon that corresponds to the observed behaviour, the
program will determine which is the appropriate Representative Lugeon value from the
calculated values, and place this in the "Interpretations" box.
The following table describes the conditions typically associated with different Lugeon Values,
as well as the typical precision for reporting these values (Quiones-Rozo, 2010).

Example Interpretation
The following is an example of a Lugeon Test interpretation with 5 pressure steps. The image
below is from the "Lugeon Test Data & Analysis" tab in AquiferTest.

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Once the data have been entered, AquiferTest will automatically calculate the Average Flow
Rate, Hydraulic Conductivity, Lugeon value, and plot all of this data in the diagrams at the
bottom of the window. The interpretation involves assessing the trend of the bar charts in the
Lugeon Diagram, and both the shape and direction of the pressure loop in the Flow vs.
Pressure diagram.
In this example, the trend of data in the Lugeon Diagram indicates conditions of Wash-Out.
The shape of the Flow vs. Pressure diagram also indicates Wash-Out behaviour. The shape
of the flow vs. pressure diagram for Wash Out is similar to Void Filling, however the
directional arrows of the pressure loop are in opposite directions. If you click on the "WashOut" icon below the main diagrams (for either the Lugeon Diagram or the Flow vs. Pressure
Diagram), AquiferTest will retrieve the Representative Lugeon value recommended in the
summary table above, and place this into the "Test Result Interpretation" section. In the case
for Wash-Out behaviour, it is recommended to use the highest Lugeon value (5th step),
which corresponds to a Lugeon value of 7.5, and you will see this value defined in the
Interpretations text box. Often the test may exhibit multiple behaviours. For this reason, the
"Test Results Interpretation" text box is fully-editable, where you can type in any other
comments or Lugeon value that you wish to see appear in the final report.

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AquiferTest Pro Help

Reports
Example
There are two example projects demonstrating a Lugeon Test included in the "Examples"
folder
LugeonTest1.HYT: multiple Lugeon tests at various depths for a single borehole
LugeonTest2.HYT : simple Lugeon Test with just three pressure steps

Data Pre-Processing
Surrounding water level trends and barometric effects may have a significant impact on
the water levels recorded during your pumping test. AquiferTest now includes the tools
to analyze these affects to determine if they played a role in your pumping test. Using
the data pre-processor utilities, you can correct your water level measurements for
baseline trends (trend effects) and barometric pressure changes. This corrected
drawdown data should then be used for the calculation of the aquifer parameters.
NOTE: Data Pre-Processing tools are available in AquiferTest Pro only.
According to the U.S. EPA-SOP for Pumping Tests (Osborne, 1993), data preprocessing is a critical step in any pumping test analysis:
Collecting data on pre-test water levels is essential if the analysis of the test data is to
be completely successful. The baseline data provides a basis for correcting the test
data to account for on-going regional water level changes. Although the wells on-site are
the main target for baseline measurements, it is important to measure key wells
adjacent to the site and to account for off-site pumping which may affect the test
results. (Osborne, 1993)
During the baseline trend observation period, it is desirable to monitor and record the
barometric pressure to a sensitivity of +/- 0.01 inches of mercury. The monitoring
should continue throughout the test and for at least one day to a week after the
completion of the recovery measurement period. This data, when combined with the
water level trends measured during the baseline period, can be used to correct for the
effects of barometric changes that may occur during the test. (Osborne, 1993)
For more details, please see:
EPA Groundwater Issue: Suggested Operating Procedures for Aquifer Pumping Tests
Paul S. Osborne, EPA/540/S-93/503, February 1993

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http://www.epa.gov/superfund/remedytech/tsp/download/sopaqu.pdf

9.1

Baseline Trend Analysis and Correction

Historic and baseline water level trends can impact the drawdown data you record
during your pumping test. Surrounding pumping activities, or even surface disturbances
such as trains, can effect the water level during the pumping test. It is important to
identify all major disturbances (especially cyclic activities) which may impact the test
data. Enough measurements have to be made to fully characterize the pre-pumping
trends of these activities (Osborne, 1993). Therefore, the user must record water levels
near or at the well, either before or after the test. (For example, daily water level
measurements taken 1 week prior to the test, up to the day of the test, is a general
recommendation from the EPA.) Using the measured trend data, AquiferTest performs
a line fit to calculate a trend coefficient. The program will also run a t-test, to see if the
trend is significant. If significant, the data is then corrected based on this trend.
As an example, a trend analysis shows a trend of water levels rising 2cm/hr due to
surrounding activities. During the pumping test, for a water level recorded 3 hours after
the test begins, you need to add 6 cm to the water level measurements in order to
conduct a representative analysis of the aquifer.
If the data trend is already known (i.e. water level fluctuations due to tidal or ebb-flows),
then the trend can be defined using a simple linear time-dependent correction. For more
details, See "Customized Water Level Trends" on page 218..
A trend analysis generally involves the following steps:
1. Collect baseline trend data (time vs. water level) prior to, and after, the test;
measurements should be recorded at a location that will not be influenced by the
pumping test activities.
2.AquiferTest calculates a baseline trend, and trend coefficient. AquiferTest
calculates the simple linear regression of the measured values and runs a t-test to
determine if the trend is significant.
3. Apply the trend coefficient to the data collected during the pumping test (time vs.
water level), resulting in corrected drawdown measurements.
4. Use the corrected drawdown values for the calculation of the aquifer parameters.
Theory

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The general formula for trend computation is a polynomial and a function of the time t:

where
k= 0, 1, 2, ...m
Only the linear part of the trend is considered for hydrogeological observations (trend of
1st order):

To calculate b0 and b1, the standard regression analysis is used. To check the quality
of the trend, compare the linear correlation coefficient with tabular values for the t-test,
available in most statistical texts. A linear coefficient value is calculated that can be
used to calculate corrected drawdown at the observation wells. AquiferTest calculates
the change in water level based on the trend.
t-Test (Student-test)
To check the trend for statistical significance, the Pearson correlation coefficient r, is
calculated as below:

The calculated value of r is compared with the critical value. The critical values are
available in tabular form, in most statistical reference books.
To calculate the critical value, first obtain the value of quantile of the test, t a,DF

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There are two required parameters:

a: confidence interval
DF: degrees of freedom, which is n-2 (n = number of data points)
The formula to calculate, ta,DF is complex, and is not illustrated in this manual.
The confidence interval can be defined in AquiferTest in the main menu under Tools /
Options, and under the Constants tab. The default value is 95%.
To obtain the critical value ra,DF, the formula from Sachs (1974) is used:

If the absolute value of the Pearson coefficient (r) is GREATER than the critical
value (ra,DF) then the trend is SIGNIFICANT.
If the absolute value of the Pearson coefficient (r) is LESS than the critical value
(ra,DF) then the trend is NOT SIGNIFICANT.

Reference: Langguth & Voigt (1980), 413 ff.

Example
An example demonstrating a data trend analysis is available in Exercise 5: Adding Data
Trend Correction.

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Customized Water Level Trends

AquiferTest provides the option to create a user-defined correction factor, and apply
this to the observed drawdown data.
In confined and leaky aquifers, rhythmic fluctuations of the hydraulic head may be due to
the influence of tides or river-level fluctuations, or to rhythmic variations in the
atmospheric pressure. In unconfined aquifers whose water tables are close to the
surface, diurnal fluctuations of the water table can be significant because of the great
difference between day and night evapotranspiration. The water table drops during the
day because of the consumptive use by the vegetation, and recovers during the night
when the plant stomata are closed (Kruseman and de Ridder, 1991).
To access the User Defined Data Corrections, go to the Water Levels tab, click on the
Add Data Correction button (not the arrow beside it) and the following dialog will
appear:

In the Data Correction dialog, enter a name for the correction, then select a formula
type. There are four formula types to choose from:

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Simple Delta S (drawdown)

Linear Time Dependent

Logarithmic Time Dependent

Periodic Time Dependent

Depending upon selected type, there will be input fields for the different coefficients (A,
B, C, and D).
Determining the values of the coefficients is a complex process, which depends on the
type of data correction and the cause of the displacement.
In short for the four different types:
addition/subtraction: this is simple +- operation, could be used to correct wrong offsets
of logger measurements
linear time function: general trend correction, i.e. if the change of water level in the
aquifer can be approximated by a linear function for the time of the pumping test. An
Example would be seasonal drainage.
log function of time: An Example would be drainage of an aquifer after precipitation.
periodic function, could be tidal effects
Note: It is not possible to apply a data correction only to a certain period of time, it
always applies to all data. It is only possible to limit to a particular well.
For tidal corrections, the coefficients are defined as follows:

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A: amplitude, half amount of the tidal change during one period (high - low tide)
B: phase displacement, calculated as follows; For example, 2 hours after ebb: = (PI/2) +
[ (2h/ 6.2h) * PI ]. Please note that B is dimensionless, so it must be given in radian
C: period = ( PI/12 h 25 min)
D: = 1
The range of application indicates whether the correction applies only to the current well
data set, or to all wells. For example, a local trend usually affects all wells, while a
periodic correction of the Tidal influences depends on the distance to the sea, and
therefore must be unique for each observation well.
When defining the coefficients, be aware of the sign (positive or negative). The result of
the calculation is added to the drawdown values; i.e. if the value is positive, the
drawdown increases; for negative values, the drawdown decreases. For example, if you
have a local trend where the water table decreases 1cm/d, the value must then be
defined as negative, so that the appropriate amount is subtracted from the observed
drawdown. Alternatively, if the trend shows the water table elevation rising 1cm/day, the
value must then be defined as positive, so that the appropriate amount is added to the
observed drawdown data.
Upon clicking OK, the data correction will be applied to the measured drawdown data,
and an additional column will appear in the data table. This column will contain the
corrected drawdown using this data correction; the corrected drawdown will be used in
the analysis to calculate the aquifer parameters.

9.3

Barometric Trend Analysis and Correction

During the pumping test, changes in the barometric pressure can have an affect on the
recorded drawdown data, and should be considered during the data analysis.
AquiferTest includes the tools to correct drawdown data for barometric effects, using
data pre-processor tools. Barometric pre-processing generally involves the following
steps:
1. Collecting data (barometric pressure vs. water level) prior to, or after, the test;
2. Use this data to calculate the barometric efficiency (BE) of the aquifer.
3. During the pumping test, collect time vs. water level data AND time vs. barometric

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pressure data.
4. Using the BE value, determine the equivalent water level measurement at the
observed time. If the pressure is not recorded at the same time as the water levels,
linear interpolation may be used to find and correct the next available water level
measurement.
5. Apply the correction to the observed drawdown data.
6. Use the corrected water levels for determining the aquifer parameters.
Theory
In wells or piezometers penetrating confined and leaky aquifers, the water levels are
continuously changing as the atmospheric pressure changes. When the atmospheric
pressure decreases, the water levels rise in compensation. When the atmospheric
pressure increases, the water levels decrease in compensation. By comparing the
atmospheric changes, expressed in terms of a column of water, with the actual
changes in water levels observed during the pre-test period, it is possible to calculate
the barometric efficiency of the aquifer. (Kruseman and de Ridder, 1991)
The barometric efficiency (BE) is a parameter of the aquifer, and specifies how it reacts
to changes in atmospheric pressure. The BE value usually ranges between 0.2 and
0.75. The BE is defined as the ratio of change in water level in a well (D h) to the
corresponding change in atmospheric pressure (D p)

with
D h = change in water level [m]
D p = change in pressure [Pa = N/m]
g = specific weight of water [N/m] (this value can be defined in the Tools / Options,
Constants tab)
The specific weight (g) is defined as

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r= density of water (Kg/m 3)

g= acceleration of gravity (m/s 2)
The acceleration of gravity (g) depends on geographic latitude. For most places on
Earth, the value is 9.82 m/s. However, if you are close to the equator the value
decreases to 9.78 m/s, whereas close to the poles (North or South) it is about 9.83 m/
s.
The density of water (r) is a function of the temperature. At 10C, the value is 999.7 kg/
m. However, for heated thermal water or water with solute minerals a correction of this
value may be necessary.
The default value for (g) used in AquiferTest is 9807.057 N/m.
To calculate the change of water level in an aquifer caused by the atmospheric
pressure change alone, rearrange the formula for the BE, to get:

The Barometric Efficiency (BE) may be entered directly into AquiferTest (in the
Pumping Test tab), or may be calculated. To calculate the BE value, the user must
provide pressure vs. water level data recorded from a well near the test site, before or
after the test.
Once the BE is known, the measured drawdown can be corrected. To do so, the user
must provide time vs. pressure data, recorded DURING the pumping test. It is possible
that the atmospheric pressure measurements are not recorded at the same point in
time as the drawdown measurements. In this case, AquiferTest uses linear
interpolation between the next available pressure value, to modify the original data. An
example is illustrated below:

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In the figure above you can see how AquiferTest will interpolate the atmospheric
pressure p(a) for the time of water level measurement WL2 at t=2 where no value for p
(a) is available.
AquiferTest will use the values of p(a)2 and p(a)3 for linear interpolation and to
calculate a straight line function of the form y = mx + b.

Once the coefficients m and b are calculated the value of t=2 will be inserted into the
equation, y = mx + b, and the result is the value of p(a)WL2 used for the calculation of D
hp.

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From the changes in pressure observed during the test, and the known relationship
between Dp and Dh, the water level changes as a result of changes in pressure alone (
Dp) can be calculated for the test period for each well. Subsequently, the actual
drawdown during the test can be corrected for the water level changes due to
atmospheric pressure:
For falling atmospheric pressures,

For rising atmospheric pressures,

(Kruseman and de Ridder, 1991)

Calculating BE from Observed Data
The BE value can be defined in the Pumping Test tab, or it may be calculated based
on observed data. To calculate the BE value, locate the Bar.Eff. (BE) field in the
Aquifer Properties frame of the Pumping Test tab, and press the button beside the
BE field.

A blank window for barometric data entry will appear.

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In this window, enter Pressure vs. Water Level data. This data must be recorded before
or after the test, at a location near the test well. The data values can be entered in the
grid on the left hand side. Or to import data, click on the appropriate link above the table.
Data may be imported in .TXT or .XLS formats.
When importing data, observe the following requirements:
1. the source file must be in the same units as the test
2. data file must be .TXT or .XLS, with two columns of data (pressure and water level)
Once the data is entered, the dialog will look similar to the following:

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The dialog displays a graph with the data and fits a line and calculates the BE value.
Click [OK] to accept the barometric efficiency value. This value will now appear in the
BE field in the Pumping Test tab.
Correct Observed Drawdown Data for Barometric Effects
Once the BE value has been determined, it can be used for correcting the observed
drawdown data. To do so, load the Water Levels tab, and ensure there is time
drawdown data for an existing well. Then, select Add Barometric Correction and the
following window will appear:

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In this window, enter time vs. pressure data, that was recorded simultaneously as the
time drawdown data. As mentioned earlier, if the time measurements were not recorded
at exactly the same time intervals, AquiferTest will use interpolation to correct the next
available water level measurement.
When importing data, observe the following requirements:
1. the source file must be in the same units as the test
2. data file must be .TXT or .XLS, with two columns of data (time vs. pressure)
The example below shows a sample data set of time - pressure data.

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Click [OK] to close the dialog, and return to the Water Levels window. In the time water level grid, two new columns will appear beside the drawdown column. The first
column contains the correction due to barometric effects; the second column contains
the new corrected drawdown value. The following equation is used:

The corrected drawdown measurements can then be used in the analysis, to calculate
the aquifer parameters.
Example
An example demonstrating a barometric trend analysis is available in Exercise 6: Adding
Barometric Correction.

9.4

Modifying Corrections
When a data correction is created, the correction column header appears blue. This
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header is created as a link, and clicking on it will allow you to access and modify the
settings for the correction.

9.5

Deleting Corrections
To delete a data correction (barometric, user-defined, or baseline trend effects), select
the red X in the Barometric Correction column
following confirmation window will appear.

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This option is available only if the cursor is in the table and in a column with correction
data.

10

Mapping and Contouring

AquiferTest now includes enhanced mapping features, which allow you to display
contouring and color shading of drawdown data, along with site maps, in the Site Map
window.
NOTE: Contouring and Color Shading is available in AquiferTest Pro only.

10.1

About the Interface

The mapping and contouring options are available under the Site Plan tab, displayed in
the image below:

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This tab allows you to load a map of the site of the project. You can only load one map
per project. For instructions on how to load a map see description of [Load Image...]
button below.
The Site Plan tab is managed using a tool bar located above the map image, and the
Display wells from and Map properties dialog boxes.
The tool bar consists of the following buttons:

Zoom in - draw a rectangle around the area you wish to magnify.

Zoom out - zoom out to the full extent of the map

Load Image... - opens an Explorer window where you can navigate to the

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appropriate image file containing the map. Supported image formats are *.
bmp, *.wmf, *.emf, *.jpg, and *.dxf.
Select the image file and click Open and the following dialog will load.

In this dialog, georeference the image by entering the coordinates for the
maps lower left and upper right corners.
NOTE: By default, the number of pixels are converted to meters to keep the map
proportions.
Click [OK]
After georeferencing the image will appear similar to the image below:

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After the map is loaded, you may need to re-scale or zoom in/out to achieve the desired
view.
Clear Image - deletes the image from the map field

Re-scale - allows you to re-scale the map

The Re-scale determines the range of real coordinates for the wells in the pumping test:
Range x = Max x - Min x
Range y = Max y - Min y

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The Re-Scale also determines the origin of the wells in real coordinates:
Origin x = Min x
Origin y = Min y
Finally, the Re-Scale calculates a scale both for x and y, to ensure that all wells are
displayed on the map.
Scale x = Map width (mm) / Range x
Scale y = Map width (mm) / Range y
AquiferTest will use the scale that is the smaller from both calculations. The value is
then rounded down, to a typical scale number, which is divisible by 10. (for example,
1:875 would go to 1:1000). AquiferTest does not use the full map width/height for the
calculation, in order to have a buffer distance on the map, so that wells which lie on the
map edge are not truncated. (This may result in a negative value for X or Y min). The
rescale does not change width or height of the map, zoom factor or view port.

Save Map... - allows you to save the sitemap in bitmap (*.BMP) format.
This option also allows you to export drawdown contour lines and project wells to
shapefile format (*.SHP). Upon selecting this option, a Windows explorer dialog will
open, as shown below.

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Navigate to the desired folder location on your hard drive, and specify a file name. From
the Save as type combo box, select the file type you would like to export, e.g, Bitmap
Graphic (*.BMP), Well Locations Shape (*.SHP) or Contour Lines Shape (*.SHP).
Finally, click Save to export the data.
The Display wells from option allows you to select the pumping test with the
appropriate wells. Select all the boxes to display all wells in the project.
NOTE: If no map is loaded the wells will be displayed on a white background.
In the Map properties dialog you can change the following settings:
Scale 1: - specify the scale for the map/drawing canvass. This is the ratio between
distance on the printed map and the actual dimensions. i.e. 1:1000 means 1 cm in
the map is equivalent to 1000 cm (or 10 m).
x-Minimum [ ] - the x-coordinate of the left edge of the map field
y-Minimum [ ] - the y-coordinate of the bottom edge of the map field
Map Image - check-box that allows you to show/hide the map image
Font - modify the font for the well name
Delete background - check-box that allows you to show/hide the background box
around the well name
Symbol Size - define the size of the well symbol
Symbol Color - select a color for the well symbol
Width - controls the area map width; modify this value for printing purposes. To
restore the default, enter Auto in this field
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Height - controls the map height; modify this value for printing purposes. To restore
the default, enter Auto in this field
Georeference... - loads the same Georeference the image dialog box as during the
Load Image procedure. Allows you to assign new georeference points for the map
image
Contouring - enable or disable contour lines using this check-box
Color shading - enable or disable color contouring using this check-box

Data Series... - provides options to select the pumping test data set for contouring.
These options are shown below:

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Specify the pumping test, the analysis, the well, and the point in time from which
to draw data for contouring, as well as the grid specifications. A larger grid size
(> 100X100) will result in greater detail, and smoother contour lines, but may
also increase processing time.
Contour Settings... - loads the dialogues that allow you to fine-tune the line and color
contouring, as well as edit the legend and labels. For more details, see Contouring
and Color Shading Properties below.

10.2

Data Series
Before you can display contours or a color may, you must select the pumping test, well,
and time interval. This is done in the Data Series dialog. Load the Data Series options
from the Map properties frame. The dialog is shown below.

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Pumping test - select the pumping test for which you wish to generate contours.
NOTE: Contouring is not available for Slug Tests.
Analysis - from the list of the analyses available for the selected pumping test,
choose the one for which you wish to generate contours
Well - from the list of wells used in the selected analysis, choose the one for which
you wish to generate contours at point of time [ ] - type in the point in time for which
you wish to view the contouring
Grid Density - allows you to set the number of rows and columns for the grid used to
generate contours. The higher the number of rows and columns, the finer the grid. A
fine grid allows for smoother contours, however it also takes longer to process.
AquiferTest calculates contours based on the pumping rate of the selected pumping
test and the Transmissivity and Storativity values calculated in the selected analysis. If
you enter a point in time which is AFTER the test time period, there are two possibilities
for the drawdown calculations:
In case of constant pumping rate, the pumping duration is assumed to be infinite.
In case of variable pumping rate, it is assumed that the pumping has stopped after
the last pumping period, and the time afterwards is recovery.
Exporting Gridded Drawdown Data
Once the grid has been calculated, you may export the grid values to a text file for

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interpretation/analysis with other tools. Simply right-mouse click on the Map window,
and select Export Grid. A dialog will appear, prompting for a filename. The file will be
saved as a tab-delimited text file, containing three columns: X, Y, Drawdown.
Exporting Drawdown Contours
You can export drawdown contours to shapefile format by clicking on the Save Map
button in the toolbar. Specify a filename, and select the Contours Line Shape *.SHP
option from the Save As Type combo box.
Exporting Wells
You can export project wells to shapefile format by clicking on the Save Map button the
toolbar. Specify a filename, and select the Well locations shape *.SHP option from the
Save As Type combo box.
Exporting Site Map
Once the site map is displayed to your liking, you have a few options for exporting:
Click on the Copy icon on the toolbar, then paste the map image into an image editor
Click on the Save Map icon. The image can be saved as a .BMP file, then loaded into
an image editor for further processing, or converting to alternate formats.
By default, AquiferTest will create an image that is high resolution (1859 X 2094).

10.3

Contouring and Color Shading Properties

The Contouring and Color Shading map properties may be accessed by clicking
Contour Settings button from the Map Properties frame of the Site Plan tab. The
Properties window for the graph will appear, as shown in the following figure:

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The Map Appearance window contains two tabs:

The Contour lines settings tab is used to set the appearance properties for the
contour lines and labels.
The Color Shading tab is used to set the appearance properties for the color shading
contours.
Contour lines tab

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The Show contour lines check-box is used to enable/disable the line contours. The
same function is performed by clicking the Contouring check-box in the Map Properties
frame of the Site Plan tab.
In addition, you may specify the line color and width.
Labels frame
Under the Label frame, specify the display properties for the contour labels.
the Value Format controls the number of decimal places for the contour labels
the Min. Distance value controls the space between the contour labels (the smaller
the value, the closer and more numerous the labels will be)
the Delete Background check box allows you to show/hide the background box
around the label. This feature is helpful if you want to read the labels on top of a map
or the color shading.
Font - select the label font, size, style, and color
Intervals frame
Under the Intervals frame, specify the range of values for the contour lines:
Minimum - specify the minimum value for the contour line; Auto is the default.
Maximum - specify the maximum value for the contour line; Auto is the default.
Distance - set the value for the interval between the contour lines. The smaller the
Distance value, the more numerous and closer the contour lines will be.
Color Shading tab

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The Show Color shading check-box allows you to show/hide the color shaded map. The
same function is performed by clicking the Color Shading check box in the Map
Properties frame of the Site Plan tab.
The Transparency (%) value is used only when there is a site map image in the
background, and you want to display the color shading on top. A higher Transparency
value will result in a more transparent color shaded map, allowing you to view the map
layer below. (100 % Transparency will make the color shading completely transparent).
A lower Transparency value will result in a less transparent color shaded map (i.e.
darker color shading). 0 % Transparency will make the color shading non-transparent,
and will hide the underlying site map.
Intervals frame
Specify the range of values to use for the color shading map.
< - allows you to specify a color for values that are below (less than) the Minimum
value; this is useful if you want to assign a unique color to a threshold/cut-off value.
Minimum - specify the color for the minimum value; the default minimum value is Auto
Maximum - specify the color for the maximum value; the default value is Auto
> - allows you to specify a color for values that are above (greater than) the
Maximum; this is useful if you want to assign a unique color to a threshold value.
At the bottom of this dialog, you can set the position for the Legend.

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Mapping and Contouring

10.4

409

Example
The following example will illustrate the use of contours in a pumping test.
[1] Start AquiferTest, and open the Confined.HYT project, located in the Examples
directory.
[2] In this example, using a Theis analysis, the calculated parameters are:
T = 9.10 E-3 (m2/s), and
S = 5.11 E-4
[3] Move to the Site Plan tab, and click on the Data Series button

[4] In this dialogue, select the pumping test from the top, the appropriate analysis (Theis
- Dimensionless in this example), and the well where the data was observed
(OW3b), and the time duration. Once you select the Well, you will see a preview of
the calculated Aquifer Parameters directly below the list box. You may also define
the grid size, however the default is fine for this example.

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AquiferTest Pro Help

[5] Click [OK]

[6] Check the boxes beside Color shading and Contouring

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Mapping and Contouring

[7] Click the Zoom Out button until you see the following figure:

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AquiferTest Pro Help

To modify the colour shading properties, click on the Contour settings button. In here,
you can further customize your contours by changing the style and color of the lines,
and customizing the well and label display as described above. In addition, you can
modify the Data Series by selecting a different time duration, well, or analysis for which
to calculate and grid the contours.
Try the following:
In the Map Appearance window,
Define a Minimum value of 0.7 for the contour lines
Define a Minimum value of 0.7 for the color shading
Set the Minimum color shading to green
Set the < color shading to white
Set the Maximum color shading to yellow

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Mapping and Contouring

Set the > color shading also to yellow

Set the Symbol Color to red

This will produce a map view similar to the one shown below.

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AquiferTest Pro Help

If the edge of the colored field is too rough (i.e. appears as large steps), Click the Data
Series... button and increase the number of Rows and Columns in the grid to make it
finer.
This concludes the chapter on mapping and contouring.

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Index

manual

Index

-D-

-AAgarwal recovery analysis

theory
326
analysis menu
create analysis
223
Analysis Statistics
229

-Bbail test
theory
358
Barometric Efficiency (BE)
Calculating from Observed Data
Barometric Trends
Theory
387
Barrier Boundary
267
Boulton
305
Boundary Effects
264

390

-CContouring
Color map properties
408
Cooper-Bredehoeft-Papadopulos analysis
theory
363
Cooper-Jacob
Distance-Drawdown Method
281
Time-Distance-Drawdown Method
283
Time-Drawdown Method
280
Cooper-Jacob Method
279
coordinate system
setting the reference datum
206
Correct Observed Drawdown Data for Barometric
Effects
392
create
analysis
223
pumping test
220
slug test
221
Create Analysis Considering Well Effects
223
Create Analysis for Specific Capacity
224
create analysis
223
curve fitting
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256

data
copy
214
delete
214
paste
214
time-limited analysis
227
Data Filtering
168
data logger
Diver datalogger
201
importing data
200
Level Logger settings
201
load import settings
201
setting the reference datum
supported formats
200
data menu
data logger file
200
import
198
Delete a Graph Template
215
Delete Analysis
215
Delete Pumping Test
214
Delete Slug Test
214

206

-Eedit menu
213
copy
214
paste
214
Export
Drawdown Contours
405
Gridded Drawdown Data
404
Site Map
405
Wells
405
Export drawdown contours
400
Export well locations
400

-Ffracture flow analysis

theory
315
Fracture Flow, Double Porosity

-HHantush-Bierschenk well loss

309

415

416

AquiferTest Pro Help

Hantush-Bierschenk well loss

theory
344
help menu
about
244
contents
244
Hvorslev analysis
theory
358

-Ssave graph settings

177
Scatter Plot
220
slug test
create
221
theory
358
steptest analysis
time-discharge data format
261
superposition
variable discharge rates
261

-Iimport data
ASCII text
198
data logger file
200
Text and Excel Import Format
Import Map Image...
197

199

test menu
220
create pumping test
220
create slug test
221
Theis Recovery Test (confined)
Tools Menu
231
Trend Analysis
Theory
381
t-Test (Student-test)
382
Type Curves
Automatic
190

-Lload import settings

data logger
201
Lugeon Tests
369

-Mmanual curve fit

256
Maps
Load Image
397
Moench Fracture Flow

-T-

-U-

315

Using Effective Well Radius

-NNeuman

325

-V-

301

variable pumping rate data

Vertical Anisotropy
269
view menu
216

-PPartially Penetrating Wells

program options
231
pumping test
create
220

275

269

261

-Wwell performance analysis

specific capacity
344

-RRecharge Boundary
266
reference datum
setting the reference datum

206

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