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ASTM D6000-96(2008)

(Guide)

Standard Guide for Presentation of Water-Level Information from Groundwater Sites

Standard Guide for Presentation of Water-Level Information from Groundwater Sites

SIGNIFICANCE AND USE
Determining the potentiometric surface of an area is essential for the preliminary planning of any type of construction, land use, environmental investigations, or remediation projects that may influence an aquifer.
The potentiometric surface in the proposed impacted aquifer must be known to properly plan for the construction of a water withdrawal or recharge facility, for example, a well. The method of construction of structures, such as buildings, can be controlled by the depth of the groundwater near the project. Other projects built below land surface, such as mines and tunnels, are influenced by the hydraulic head.
Monitoring the trend of the groundwater table in an aquifer over a period of time, whether for days or decades, is essential for any permanently constructed facility that directly influences the aquifer, for example, a waste disposal site or a production well.
Long-term monitoring helps interpret the direction and rate of movement of water and other fluids from recharge wells and pits or waste disposal sites. Monitoring also assists in determining the effects of withdrawals on the stored quantity of water in the aquifer, the trend of the water table throughout the aquifer, and the amount of natural recharge to the aquifer.
This guide describes the basic tabular and graphic methods of presenting groundwater levels for a single groundwater site and several sites over the area of a project. These methods were developed by hydrologists to assist in the interpretation of hydraulic-head data.
The tabular methods help in the comparison of raw data and modified numbers.
The graphical methods visually display seasonal trends controlled by precipitation, trends related to artificial withdrawals from or recharge to the aquifer, interrelationship of withdrawal and recharge sites, rate and direction of water movement in the aquifer, and other events influencing the aquifer.
Presentation techniques resulting from extensive computational methods, spec...
SCOPE
1.1 This guide covers and summarizes methods for the presentation of water-level data from groundwater sites.
Note 1—As used in this guide, a site is meant to be a single point, not a geographic area or property, located by an X, Y, and Z coordinate position with respect to land surface or a fixed datum. A groundwater site is defined as any source, location, or sampling station capable of producing water or hydrologic data from a natural stratum from below the surface of the earth. A source or facility can include a well, spring or seep, and drain or tunnel (nearly horizontal in orientation). Other sources, such as excavations, driven devices, bore holes, ponds, lakes, and sinkholes, which can be shown to be hydraulically connected to the groundwater, are appropriate for the use intended.  
1.2 The study of the water table in aquifers helps in the interpretation of the amount of water available for withdrawal, aquifer tests, movement of water through the aquifers, and the effects of natural and human-induced forces on the aquifers.
1.3 A single water level measured at a groundwater site gives the height of water at one vertical position in a well or borehole at a finite instant in time. This is information that can be used for preliminary planning in the construction of a well or other facilities, such as disposal pits.
Note 2—Hydraulic head measured within a short time from a series of sites at a common (single) horizontal location, for example, a specially constructed multi-level test well, indicate whether the vertical hydraulic gradient may be upward or downward within or between the aquifer (see 7.2.1).
Note 3—The phrases “short time period” and “finite instant in time” are used throughout this guide to describe the interval for measuring several project-related groundwater levels. Often the water levels of groundwater sites in an area of study do not change significantly in a short time, for example, a ...

General Information

Status
Historical
Publication Date
14-Sep-2008
ICS
13.060.10 - Water of natural resources
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.21 - Groundwater and Vadose Zone Investigations
Current Stage
Ref Project

Relations

Replaces
ASTM D6000-96(2002) - Standard Guide for Presentation of Water-Level Information From Ground-Water Sites
Effective Date
15-Sep-2008
Replaced By
ASTM D6000-15 - Standard Guide for Presentation of Water-Level Information from Groundwater Sites
Effective Date
15-Apr-2015

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ASTM D6000-96(2008) - Standard Guide for Presentation of Water-Level Information from Groundwater Sites
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation: D6000 − 96(Reapproved 2008)
Standard Guide for
Presentation of Water-Level Information from Groundwater
1
Sites
This standard is issued under the fixed designation D6000; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope 1.4 Wherehydraulicheadsaremeasuredinashortperiodof
time, for example, a day, from each of several horizontal
1.1 This guide covers and summarizes methods for the
locationswithinaspecifieddepthrange,orhydrogeologicunit,
presentation of water-level data from groundwater sites.
or identified aquifer, a potentiometric surface can be drawn for
NOTE 1—As used in this guide, a site is meant to be a single point, not
thatdepthrange,orunit,oraquifer.Waterlevelsfromdifferent
a geographic area or property, located by an X, Y, and Z coordinate
verticalsitesatasinglehorizontallocationmaybeaveragedto
position with respect to land surface or a fixed datum.Agroundwater site
a single value for the potentiometric surface when the vertical
is defined as any source, location, or sampling station capable of
gradients are small compared to the horizontal gradients.
producingwaterorhydrologicdatafromanaturalstratumfrombelowthe
surfaceoftheearth.Asourceorfacilitycanincludeawell,springorseep,
NOTE 4—The potentiometric surface assists in interpreting the gradient
and drain or tunnel (nearly horizontal in orientation). Other sources, such
and horizontal direction of movement of water through the aquifer.
as excavations, driven devices, bore holes, ponds, lakes, and sinkholes,
Phenomena such as depressions or sinks caused by withdrawal of water
whichcanbeshowntobehydraulicallyconnectedtothegroundwater,are
from productionareasandmoundscausedbynaturalorartificialrecharge
appropriate for the use intended.
are illustrated by these potentiometric maps.
1.2 The study of the water table in aquifers helps in the
1.5 Essentially all water levels, whether in confined or
interpretation of the amount of water available for withdrawal,
unconfined aquifers, fluctuate over time in response to natural-
aquifer tests, movement of water through the aquifers, and the
and human-induced forces.
effects of natural and human-induced forces on the aquifers.
NOTE 5—The fluctuation of the water table at a groundwater site is
1.3 A single water level measured at a groundwater site
causedbyseveralphenomena.Anexampleisrechargetotheaquiferfrom
gives the height of water at one vertical position in a well or
precipitation. Changes in barometric pressure cause the water table to
borehole at a finite instant in time.This is information that can
fluctuate because of the variation of air pressure on the groundwater
surface, open bore hole, or confining sediment.Withdrawal of water from
be used for preliminary planning in the construction of a well
orartificialrechargetotheaquifershouldcausethewatertabletofluctuate
or other facilities, such as disposal pits.
inresponse.Eventssuchasrisingorfallinglevelsofsurfacewaterbodies
NOTE 2—Hydraulic head measured within a short time from a series of (nearby streams and lakes), evapotranspiration induced by phreatophytic
consumption, ocean tides, moon tides, earthquakes, and explosions cause
sites at a common (single) horizontal location, for example, a specially
constructed multi-level test well, indicate whether the vertical hydraulic fluctuation. Heavy physical objects that compress the surrounding
sediments, for example, a passing train or car or even the sudden load
gradient may be upward or downward within or between the aquifer (see
7.2.1). effectofthestartingofanearbypump,cancauseafluctuationofthewater
2
table (1).
NOTE 3—The phrases “short time period” and “finite instant in time”
are used throughout this guide to describe the interval for measuring
1.6 Thisguidecoversseveraltechniquesdevelopedtoassist
several project-related groundwater levels. Often the water levels of
in interpreting the water table within aquifers. Tables and
groundwatersitesinanareaofstudydonotchangesignificantlyinashort
graphs are included.
time, for example, a day or even a week. Unless continuous recorders are
usedtodocumentwaterlevelsateverygroundwatersiteoftheproject,the
1.7 Thisguideincludesmethodstorepresentthewatertable
measurement at each site, for example, use of a steel tape, will be at a
at a single groundwater site for a finite or short period of time,
slightly different time (unless a large staff is available for a coordinated
a single site over an extended period, multiple sites for a finite
measurement). The judgment of what is a critical time period must be
made by a project investigator who is familiar with the
...

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SIGNIFICANCE AND USE
4.1 Ground water samples are subject to chemical, physical, and biological change relative to in- situ conditions at the ground surfaces as a result of exposure to ambient conditions during sample collection (for example, pressure, temperature, ultraviolet radiation, atmospheric oxygen, and contaminants) (1) (2).6 Physical and chemical preservation of samples minimize further changes in sample chemistry that can occur from the moment the ground water sample is retrieved, to the time it is removed from the sample container for extraction or analysis, or both. Measures also should be taken to preserve the physical integrity of the sample container.  
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ABSTRACT
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5.1 Method Considerations—The objective of most groundwater sampling programs is to obtain samples that are similar in composition to that of the formation water near the well screen. The low-flow purging and sampling method uses the stabilization of indicator parameters to determine when the pump discharge is considered to represent a flow-weighted average of the formation water. Measurements of operational parameters are used to determine potential sampling bias (for example, artifactual turbidity and increased temperature) that may have been introduced by pumping operations and to ensure that the sample is representative of formation water. The low-flow purge rate minimizes lowering of the ambient groundwater level and thereby minimizes potential entrainment of blank-riser pipe (and potentially stagnant) water above or below the screen into the screened-zone of the well. This sampling method assumes that the well has been properly designed and constructed as described in Practices D5092/D5092M and D6725/D6725M, adequately developed as described in Guide D5521/D5521M, and has received proper well maintenance and rehabilitation as described in Guide D5978/D5978M (see Note 1).
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5.1 Direct-push groundwater sampling and profiling are economical methods for obtaining discrete interval groundwater quality samples in many soils and unconsolidated formations without the expense of permanent monitoring well installation (1-10).4 Many of these devices can be used to profile groundwater quality or contamination and/or hydraulic conductivity with depth by performing repetitive sampling and testing events. DP groundwater sampling is often used in expedited site characterization (Practice D6235) and as a means to accomplish high resolution site characterization (HRSC) (11, 12). The formation to be sampled should be sufficiently permeable to allow filling of the sampler in a relatively short time. The zone to be sampled and/or slug tested can be isolated by matching sampler screen length to obtain discrete samples of thin saturated, permeable layers. Use of these sampling and hydraulic testing techniques will result in more detailed characterization of sites containing multiple aquifers. The field conditions, sampler design and data quality objectives should be reviewed to determine if development (Guide D5521/D5521M) of the screened formation is appropriate. The samplers do not have a filter pack designed to retain fines like conventional wells, but only a slotted screen or wire-mesh covered ports. So, obtaining low turbidity samples may be difficult or even impossible in formations with a significant proportion of fine-grained materials. With most systems turbidity will always be high so consult Guide D6564/D6564M if field filtration of samples is required. Discrete water sampling, combined with knowledge of location and thickness of target aquifers, may better define conditions in thin multiple aquifers than monitoring wells with long screened intervals that can intersect and allow for intercommunication of multiple aquifers (4, 6, 11-15). DP sampling performed without knowledge of the location and thickness of target aquifers can result in sampling...
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1.2 Direct-push methods of water sampling are used for groundwater quality and geohydrologic studies. Water quality and permeability may vary at different depths below the surface depending on geohydrologic conditions. Incremental sampling or sampling at discrete depths is used to determine the distribution of contaminants and to more completely characterize geohydrologic environments. These explorations are frequently advised in characterization of hazardous and toxic waste sites and for geohydrologic studies.  
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Standard Practice for (Analytical Procedures) Determining Hydraulic Properties of a Confined Aquifer and a Leaky Confining Bed with Negligible Storage by the Hantush-Jacob Method

SIGNIFICANCE AND USE
5.1 Assumptions:  
5.1.1 The control well discharges at a constant rate, Q.  
5.1.2 The control well is of infinitesimal diameter and fully penetrates the aquifer.  
5.1.3 The aquifer is homogeneous, isotropic, and areally extensive.
Note 2: Slug and pumping tests implicitly assume a porous medium. Fractured rock and carbonate settings may not provide meaningful data and information.  
5.1.4 The aquifer remains saturated (that is, water level does not decline below the top of the aquifer).  
5.1.5 The aquifer is overlain, or underlain, everywhere by a confining bed having a uniform hydraulic conductivity and thickness. It is assumed that there is no change of water storage in this confining bed and that the hydraulic gradient across this bed changes instantaneously with a change in head in the aquifer. This confining bed is bounded on the distal side by a uniform head source where the head does not change with time.  
5.1.6 The other confining bed is impermeable.  
5.1.7 Leakage into the aquifer is vertical and proportional to the drawdown, and flow in the aquifer is strictly horizontal.  
5.1.8 Flow in the aquifer is two-dimensional and radial in the horizontal plane.  
5.2 The geometry of the well and aquifer system is shown in Fig. 1.  
5.3 Implications of Assumptions:  
5.3.1 Paragraph 5.1.1 indicates that the discharge from the control well is at a constant rate. Section 8.1 of Test Method D4050 discusses the variation from a strictly constant rate that is acceptable. A continuous trend in the change of the discharge rate could result in misinterpretation of the water-level change data unless taken into consideration.  
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SCOPE
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FIG. 1 Cross Section Through a Discharging Well in a Leaky Aquifer (from Reed (1)3). The Confining and Impermeable Bed Locations Can Be Interchanged  
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ASTM
ASTM D4104/D4104M-20(Practice)
Standard Practice for (Analytical Procedures) Determining Transmissivity of Nonleaky Confined Aquifers by Overdamped Well Response to Instantaneous Change in Head (Slug Tests)

SIGNIFICANCE AND USE
5.1 Assumptions of Solution of Cooper et al (1):  
5.1.1 The head change in the control well is instantaneous at time t  = 0.  
5.1.2 Well is of finite diameter and fully penetrates the aquifer.  
5.1.3 Flow in the nonleaky aquifer is radial.
Note 2: The exact conservation equation of Richards (5)with the volumetric water content can be simplified to take the form used in the solution of (1)with the storage coefficient, which implies several assumptions including that of constant total stresses (6).  
5.2 Implications of Assumptions:  
5.2.1 The mathematical equations applied ignore inertial effects and assume the water level returns the static level in an approximate exponential manner. The geometric configuration of the well and aquifer are shown in Fig. 1.
FIG. 1 Cross Section Through a Well in Which a Slug of Water is Suddenly Injected  
5.2.2 Assumptions are applicable to artesian or confined conditions and fully penetrating wells. However, this practice is commonly applied to partially penetrating wells and in unconfined aquifers where it may provide estimates of hydraulic conductivity for the aquifer interval adjacent to the open interval of the well if the horizontal hydraulic conductivity is significantly greater than the vertical hydraulic conductivity.
Note 3: Slug and pumping tests implicitly assume a porous medium. Fractured rock and carbonate settings may not provide meaningful data and information.  
5.2.3 As pointed out by Cooper et al (1) the determination of storage coefficient by this practice has questionable reliability because of the similar shape of the curves, whereas, the determination of transmissivity is not as sensitive to choosing the correct curve. However, the curve selected should not imply a storage coefficient unrealistically large or small.
Note 4: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities us...
SCOPE
1.1 This practice covers the determination of transmissivity from the measurement of force-free (overdamped) response of a well-aquifer system to a sudden change of water level in a well. Force-free response of water level in a well to a sudden change in water level is characterized by recovery to initial water level in an approximate exponential manner with negligible inertial effects.  
1.2 The analytical procedure in this practice is used in conjunction with the field procedure in Test Method D4044/D4044M for collection of test data.  
1.3 Limitations—Slug tests are considered to provide an estimate of transmissivity. Although the assumptions of this practice prescribe a fully penetrating well (a well open through the full thickness of the aquifer), the slug test is commonly conducted using a partially penetrating well. Such a practice may be acceptable for application under conditions in which the aquifer is stratified and horizontal hydraulic conductivity is much greater than vertical hydraulic conductivity. In such a case the test would be considered to be representative of the average hydraulic conductivity of the portion of the aquifer adjacent to the open interval of the well.  
1.4 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.4.1 The procedures used to specify how data are collected/recorded and calculated in the standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of this practice to consider significant digits use...

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ASTM
ASTM D5472/D5472M-20(Practice)
Standard Practice for Determining Specific Capacity and Estimating Transmissivity at the Control Well

SIGNIFICANCE AND USE
5.1 Assumptions of the Theis (1) equation affect specific capacity and transmissivity estimated from specific capacity. These assumptions are given below:  
5.1.1 Aquifer is homogeneous and isotropic.  
5.1.2 Aquifer is horizontal, of uniform thickness, and infinite in areal extent.  
5.1.3 Aquifer is confined by impermeable strata on its upper and lower boundaries.  
5.1.4 Density gradient in the flowing fluid must be negligible and the viscous resistance to flow must obey Darcy's Law.  
5.1.5 Control well penetrates and receives water equally from the entire thickness of the aquifer.  
5.1.6 Control well has an infinitesimal diameter.  
5.1.7 Control well discharges at a constant rate.  
5.1.8 Control well operates at 100 percent efficiency.  
5.1.9 Aquifer remains saturated throughout the duration of pumping.  
5.2 Implications of Assumptions and Limitations of Method.  
5.2.1 The simplifying assumptions necessary for solution of the Theis equation and application of the method are never fully met in a field situation. The satisfactory use of the method may depend upon the application of one or more empirical correction factors being applied to the field data.  
5.2.2 Generally the values of transmissivity derived from specific capacity vary from those values determined from aquifer tests utilizing observation wells. These differences may reflect 1) that specific-capacity represents the response of a small part of the aquifer near the well and may be greatly influenced by conditions near the well such as a gravel pack or graded material resulting from well development, and 2) effects of well efficiency and partial penetration.  
5.2.3 The values of transmissivity estimated from specific capacity data are considered less accurate than values obtained from analysis of drawdowns that are observed some distance from the pumped well.
Note 1: The quality of the result produced by this practice is dependent on the competence of the personnel performing it...
SCOPE
1.1 This practice describes a procedure for conducting a specific capacity test, computing the specific capacity of a control well, and estimating the transmissivity in the vicinity of the control well. Specific capacity is the well yield per unit drawdown at an identified time after pumping started.  
1.2 This practice is used in conjunction with Test Method D4050 for conducting withdrawal and injection well tests.  
1.3 The method of determining transmissivity from specific capacity is a variation of the nonequilibrium method of Theis  (1)2 for determining transmissivity and storage coefficient of an aquifer. The Theis nonequilibrium method is given in Practice D4106.  
1.4 Limitations—The limitations of the technique for determining transmissivity are primarily related to the correspondence between the field situation and the simplifying assumptions of the Theis method.  
1.5 The scope of this practice is limited by the capabilities of the apparatus.  
1.6 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.6.1 The procedures used to specify how data are collected/recorded and calculated in this practice are regarded as the industry standard. In addition, they are representative of the significant digits that should generally be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to commensurate with these considerations. It is beyond the scope of this practice to consider significant digits used in analysis methods for engineering design.  
1.7 Units—The values stated in SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system...

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ASTM
ASTM D5850-20(Practice)
Standard Practice for (Analytical Procedure) Determining Transmissivity, Storage Coefficient, and Anisotropy Ratio from a Network of Partially Penetrating Wells

SIGNIFICANCE AND USE
5.1 This practice is one of several available for determining vertical anisotropy ratio. Among other available methods are Weeks ((5); see Practice D5473/D5473M), that relies on distance-drawdown data, and Way and McKee (6), that utilizes time-drawdown data. An important restriction of the Weeks distance-drawdown method is that the observation wells need to have identical construction (screened intervals) and two or more of the observation wells need to be located at a distance from the pumped well beyond the effects of partial penetration. The procedure described in this practice general distance-drawdown method, in that it works in theory for most observation well configurations incorporating three or more wells, provided some of the wells are within the zone where flow is affected by partial penetration.  
5.2 Assumptions:  
5.2.1 Control well discharges at a constant rate, Q.  
5.2.2 Control well is of infinitesimal diameter and partially penetrates the aquifer.  
5.2.3 Data are obtained from a number of partially penetrating observation wells, some screened at elevations similar to that in the pumped well and some screened at different elevations.  
5.2.4 The aquifer is confined, homogeneous and areally extensive. The aquifer may be anisotropic, and, if so, the directions of maximum and minimum hydraulic conductivity are horizontal and vertical, respectively.  
5.2.5 Discharge from the well is derived exclusively from storage in the aquifer.  
5.3 Calculation Requirements—Application of this method is computationally intensive. The function, fs, shown in (Eq 4) should be evaluated numerous times using arbitrary input parameters. It is not practical to use existing, somewhat limited, tables of values for fs and, because this equation is rather formidable, it may not be easily tractable by hand. Because of this, it is assumed the practitioner using this will have available a computerized procedure for evaluating the function fs. This can be accomplished u...
SCOPE
1.1 This practice covers an analytical procedure for determining the transmissivity, storage coefficient, and ratio of vertical to horizontal hydraulic conductivity of a confined aquifer using observation well drawdown measurements from a constant-rate pumping test. This practice uses data from a minimum of four partially penetrating, recommended to be positioned observation wells around a partially penetrating control well.  
1.2 The analytical procedure is used in conjunction with the field procedure in Test Method D4050.  
1.3 Limitations—The limitations of the technique for determination of the horizontal and vertical hydraulic conductivity of aquifers are primarily related to the correspondence between the field situation and the simplifying assumption of this practice.  
1.4 Units—The values stated in inch-pound units are to be regarded as the standard. The SI units given in parentheses are mathematical conversions, which are provided for information purposes only and are not considered standard. The reporting of results in units other than inch-pound shall not be regarded as nonconformance with this standard.  
1.5 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026, unless superseded by this standard.  
1.6 The procedures used to specify how data are collected/recorded or calculated in this standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objective; and it is common practice to increase or reduce the significant digits of reported data to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analysis method or engineeri...

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