ISRN Civil Engineering

VolumeΒ 2012, Article IDΒ 871467, 10 pages

http://dx.doi.org/10.5402/2012/871467

## Interpretation of Falling-Head Tests in Presence of Random Measurement Error

Department of Civil Engineering, FacultΓ© d'IngΓ©nierie, UniveristΓ© de Moncton, Moncton, NB, Canada E1A 3E9

Received 9 February 2012; Accepted 28 February 2012

Academic Editors: H.-L.Β Luo and S.Β Pantazopoulou

Copyright Β© 2012 Paul Chiasson. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

#### Abstract

Field data are tainted by random and several types of systematic errors. The paper presents a review of interpretation methods for falling-head tests. The statistical robustness of each method is then evaluated through the use of synthetic data tainted by random error. Six synthetic datasets are used for this evaluation. Each dataset has an average relative error for water elevation , respectively, of 0.04%, 0.11%, 0.22%, 0.34%, 0.45%, and 0.90% (absolute errors on elevation are, respectively, 0.10, 0.25, 0.50, 1.0, and 2.0βmm for a range of water elevation change of 150βmm during test). Each synthetic dataset is composed of 40 synthetic tests (each test consisting of 18 data couples of synthetic falling-head measurements). Results show that the - method is the most accurate and precise, followed by the Hvorslev method when a correction is applied and the velocity method when appropriately interpreted. Advice on how to interpret falling-head tests tainted by random error concludes the study.

#### 1. Introduction

A number of methods exist to measure saturated hydraulic conductivity of soils. The constant head test [1, 2] is one of these methods. In a laboratory setting, water inlet and outlet need to be maintained at constant elevations. Measurements of water flow rate in function of hydraulic gradient (head loss per flow path distance) allow the computation of the hydraulic conductivity of the soil using the following equation: where is the flow rate, is the distance separating the two piezometer measuring tips, are measured heads at measuring tips 1 and 2, and is cross-section of the permeameter. ASTM [1, 2] is a good source for permeameter design and testing methodologies. When performing hydraulic conductivity tests in the laboratory, Chapuis et al. [3] stress the importance of good saturation. They describe a testing protocol to reach and measure saturation levels of tested samples.

Constant head tests can also be performed in the field. CAN/BNQ [4, 5] describe methods where water is injected in a cased borehole at a constant head in an aquifer or aquitard under steady state conditions [6]. Hydraulic conductivity can then be computed by using where is a shape factor that is, for example, 2.75 times the inner diameter for an end of casing test, is the total head of water in the cased borehole, and is the total head of the free surface (or piezometric level) of the tested soil layer. This method is based on the hypothesis that the injected volume of water will have negligible influence on the piezometric level (PL) of the soil surrounding the injection zone.

When testing low hydraulic conductivity soils, the main drawbacks of constant head tests are that they are extremely lengthy in time, and, in the case of field tests, the PL of the soil layer may be unknown or difficult to measure. Falling-head tests are effective answers to both these drawbacks. They can be completed in a short-time span and Chapuis et al. [7] demonstrated that their interpretation does not necessitate the PL of the surrounding soil layer.

Field (and laboratory) data are generally tainted with measurement errors. These are of two types, systematic and random errors. A systematic error is, for example, created to the total head by incorrect calibration of a piezometer. This type of error can be constant in time or can follow some sort of time drift. Random errors are characterized by a zero mean and some standard deviation. These errors are the result of a number of phenomena. Human reading of a standpipe scale and white noise due to electrical interference in piezoelectric transducers are examples. Piezoelectric transducers also yield step-wise data due to conversion of analog values to digital code. Measurements are then higher or lower than true values.

This paper will review the theoretical background for the interpretation of falling-head tests when in presence of random errors. Five interpretation methods are presented: log (or Hvorslev), traditional interpretation of velocity (or Chapuis), alternate interpretation of velocity, - and optimised log (or corrected Hvorslev). Each method will be applied on synthetic datasets. Data within each set includes a random error component of predefined variance. The object will be to evaluate how each interpretation method is sensitive to random measurement error. A comparison between methods and a discussion on the interpretation of falling-head tests will follow.

#### 2. Interpretation of Falling-Head Tests

Data from falling head tests, be they obtained in the laboratory or in the field, may be interpreted by a number of methods. Chapuis [8] indicates that when the deformations of the soil can be neglected, falling-head tests are governed by the Laplace equation. Its solutions, the harmonic functions, have several properties. One of them relates flux into the soil () to flow into the pipe () through a mass-balance equation: where is a shape factor that depends on the geometry of the injection zone and on the hydraulic boundaries of the problem, is the applied hydraulic head difference, and is the hydraulic conductivity. This equation is the starting point of the Hvorslev, velocity (Chapuis), and methods. Another equation is the starting point of another method for cases where the soil deformation is assumed to be elastic and not negligible [9]. However, this method contains physical and mathematical confusions according to the mathematical, physical, and numerical proofs by Chapuis [8] and the experimental proofs of Chapuis and Chenaf [10]. According to the equations of Chapuis [8], the effect of soil deformation can be neglected when the soil is an aquifer or an overconsolidated aquitard. It is no longer negligible for compressible aquitards when they are tested using either a falling-head test with a very small injection pipe or a pulse test between packers. Chapuis and Cazaux [11] gave suggestions on how to correctly handle the instantaneous (elastic) and delayed deformations in such cases. In a falling-head test, is the flow through the inflow pipe (often a standpipe connected to the borehole casing) of internal cross-section : where is time. Equations (3) and (4) yield Rearranging gives Integrating leads to the solution proposed by Hvorslev [12]: where is the instantaneous head loss at time obtained from the difference between the total heads in the inlet standpipe and PL at the boundary of the surrounding soil, and is a shape factor that depends on the inlet/outlet geometry. Hvorslev [12] compiled shape factors for a number of inlet/outlet geometries. For field conditions illustrated in Figure 1, shape factor is where and are, respectively, the internal diameters of the casing and of the standpipe. For laboratory falling-head tests, is given by where is the area of the permeameter cross-section, ββ is the cross-section of the inlet standpipe, and is the flow distance through the soil sample. In the laboratory, the outlet is a constant head basin controlled by an overflow weir. In the field, the outlet head is set by the geometry and the boundary conditions of the surrounding soil, that is, the PL. In the laboratory, it is relatively easy to accurately and precisely measure the outlet piezometric head. In the field, an accurate measure of the PL of the surrounding soil is not necessarily trivial. An error in the PL value will introduce a bias or systematic error of constant value in head difference of (7). Chapuis [13] showed that this systematic error will produce a curved versus time plot. Since the hydraulic conductivity is the slope of this plot, a curved plot wrongly suggests that changes with time. A concave downward curve suggests that increases during the duration of the test. If the test is repeated assuming the same systematic error in the PL of the surrounding soil, the same curved plot will be observed. Chiasson [14] mathematically demonstrated that when the systematic error in the PL of the surrounding soil is not zero (i.e., ), the relationship between hydraulic conductivity and the slope of the plot as expressed by (7) is no longer valid. Thus the direct use of (7) as proposed by Hvorslev without questioning the PL value is faulty practice [13]. Chiasson [15], furthermore, concludes that Hvorslevβs equation is incomplete and proposes a correction to this method and an interpretation through log optimization. This is described later in the paper.

##### 2.1. Traditional Interpretation of the Velocity Plot

The velocity method proposed by Chapuis et al. [7] is one where the unknown PL of the soil is not needed for hydraulic conductivity determination. Therefore, a systematic error in the assumed PL has no consequence in computations ([16] as quoted by [13]). For this method, the following definition is first introduced: where is the vertical distance between , the elevation above ground of the inlet falling water level within the standpipe, and the PL of the surrounding soil (Figure 1). If is erroneously assumed as the total head loss between inlet and the PL of the soil, can be seen as the systematic error, or bias. Rearranging (5) using (10) then gives By plotting as a function of , a straight line should be obtained with slope and intercept . Thus, the slope of this plot is related to by Choosing and defines the traditional velocity plot. Modern spreadsheets permit to easily compute the slope using the least squares method, a best linear unbiased estimator (BLUE).

The velocity plot has many advantages. A part from estimating hydraulic conductivity, it can be used to graphically obtain the systematic error (if any) of the assumed PL, identify hydraulic fracturing during the test ([7, 17, 18] in piezometers) or consolidation at the beginning of the test of the soil surrounding the tip of the borehole [8, 19], and even identify leakage in buried pipes [20].

##### 2.2. Alternate Interpretation of the Velocity Plot

Interpretation of the velocity method using the method of least squares should yield the best unbiased linear fit. Chiasson [15] underlined that statistical estimation by least squares is theoretically based on one dependant variable being a function of another that is independent. The independent variable is a controlled variable; that is, it is the user that decides at which value a measurement of the dependant variable will be made. Thus, by definition, the independent variable has no measurement error.

In the traditional interpretation of the velocity method, velocity during a time increment is considered as the independent variable and the average elevation during the same time increment is the dependent variable. When data has low scatter in (or ), this has little effect on the result. When data has some scatter in (or ), Chiasson [14, 15] shows that interpretation problems arise! The act of choosing as the controlled variable when it has high statistical scatter clearly departs from least square estimation theory.

Between variables and , displays the least measurement error. One could thus choose to consider as the control variable and time could be measured at a certain value of . With as the control variable, velocity is the dependant variable. This makes more sense since by definition velocity is a function of elevation and time , that is, it is dependent on and . Rearranging (11) to isolate on the left hand side gives From (13), the hydraulic conductivity and the bias are:

##### 2.3. - Method

A third method proposed by Chiasson [14] plots raw elevation data as a function of time . The solution for (6) using (10) is as follows (see Chiasson for demonstration): where is the head difference at initial time and ββ is an exponent parameter where Let be the measurement of at time , for , and let be the estimated water level in the standpipe at time , using estimated parameters , , and . The best unbiased estimator will then be obtained by numerically minimising the following equation: while being subjected to the unbiased condition:

##### 2.4. Correction to the Hvorslev Method or Optimised Method

In the traditional interpretation of Hvorslevβs method, is plotted as a function of time . In doing this, Hvorslev made two implicit suppositions that is known a priori and that the initial reading for at time has no measurement error. Clearly, this can never be perfectly the case. These two assumptions will only be approximately true, the extent of the approximation being a function of error. Chapuis [13] and Chiasson [14] show how making these implicit suppositions will adversely affect the interpretation of the test and the value of the hydraulic conductivity . The interpretation process could use the velocity method to determine and interpret the falling-head test by rearranging (7) using (10) to obtain and to plot in function of . Unfortunately, this approach is incomplete since it implicitly makes the supposition that the initial reading at time has no measurement error. Since the error on the first reading is usually small, the initial solution of (16) is approximately equal to . (where is measured and is estimated by the velocity method) Thus, the hydraulic conductivity computed this way will generally not be adversely affected. This interpretation is found to yield hydraulic conductivity values that are always close to being equal to the value obtained by the velocity method. Since two methods give the same result, one could conclude that this confirms the validity of the hydraulic conductivity value. Chiasson [14] shows that if and are obtained by another interpretation method, that is, the - method, interpretation of a falling-head test using (20) will give values equal to those obtained by the - method! This brings Chiasson to conclude that (20) (Hvorslevβs method) with estimated from another method (velocity or -) cannot be used to confirm the validity of the value obtained by the same other method (velocity or -), since the value of that is obtained is dependant of the method used to estimate .

A remedy to this is to correct Hvorslevβs method by estimating , , and by a least squares optimisation technique similar to the one used in the - method. Rewriting (20) with , , and gives Let then be the estimated natural logarithm of the total head in the standpipe at time , with estimated parameters , and . The best unbiased estimator will then be obtained by numerically minimising the following equation: while being subjected to the unbiased condition This variant of Hvorslevβs log method independently estimates all unknown parameters. Theoretically, it can be used to separately evaluate and confirm values estimated by both velocity and - methods.

#### 3. Performance of Interpretation Methods or Their Statistical Robustness

The synthetic tests presented here correspond to conditions encountered in overconsolidated aquitards such as compacted clay liners (CCLs) used in solid waste cells. These have hydraulic conductivities in the order of 1 Γ 10^{β6β}mm/s with a typical thickness of one metre. CCL are also very rigid in nature due to the applied high energy compaction. Both high rigidity and limited thickness minimize effects on the local PL of immediate and delayed aquitard deformation [21]. Furthermore, the velocity plot will yield a straight line when pore water volume change is negligible [8] and straight velocity plots are observed in tests performed on CCLs (see, e.g., [14]).

The solution for differential equation (6) expressed by (16) with βmm, βmm, and βmm/s and a test setup giving a shape factor βmm^{β1} was used to generate synthetic data as follows:
where is a normal law distributed random fluctuation with zero mean and standard deviation . The random fluctuation component corresponds to a synthetic random measurement error. By definition, is the absolute error of the synthetic dataset composed of measurements . Six synthetic datasets of increasing absolute error on were generated this way. Absolute errors for each synthetic dataset will be in increasing order Β±0.10βmm, Β±0.25βmm, Β±0.50βmm, Β±0.75βmm, Β±1.0βmm and Β±2.0βmm. Error relative to the range of elevation change thus spans from 0.07% to 1.3%. Each absolute error dataset is composed of 40 synthetic tests with each test composed of 18 synthetic measurements spanning from to 2040 seconds. During each synthetic tests, elevation in the standpipe drops by 150βmm. Note that in the experience of the author, absolute errors of Β±2.0βmm in datasets obtained from cased borehole tests in compacted clay liners are not uncommon (see, e.g., [14]).

Each method reviewed earlier is applied to these six synthetic datasets to investigate their sensitivity to data tainted by random measurement error.

##### 3.1. Traditional Velocity Plot

As underlined earlier, when measurement errors on are small, interpretation by least squares of the traditional velocity plot will yield good results. An illustration of this statement is given in Figure 2. In this plot, the measurement error on is only of Β±0.10βmm. Least squares yield βsec^{β1} (Figure 2), βmm^{β1}, (12) gives βmm/s and βmm. Both hydraulic conductivity and bias are by all practical means equal to the no-error-imposed solution of βmm and βmm/s. This gives a relative error of only 0.92% for and 1.4% for .

When relative measurement error on is significant (in the order of = 0.7%), the velocity plot displays considerable scatter (Figure 3). Such a plot will suggest that data from the test are of questionable quality. With the same shape factor and (12), one finds by least squares βsec^{β1} giving a hydraulic conductivity βmm/s and βmm. This is a 222% relative error on and β107% relative error on . Hence, relatively small measurement errors in elevation yield appreciable estimation errors for and .

Chiasson [15] observes that interpretation by least squares of the traditional velocity plot systematically gives higher values than the methods earlier presented. The six synthetic datasets, generated by (24) with : Β±0.10βmm, Β±0.25βmm, Β±0.50βmm, Β±0.75βmm, Β±1.0βmm, and Β±2.0βmm, confirm this systematic bias (Figure 4). Also, as absolute measurement error increases on , so does the average and statistical scatter of the hydraulic conductivity obtained by the velocity method. Thus, this method of interpretation, for data subjected to measurement error, produces a systematic bias in the interpreted value.

There is a clear trend between measurement error on and the hydraulic conductivity obtained from least squares of the traditional velocity plot (average trend in Figure 4). Furthermore, a good correlation is observed between the relative error () on the value of obtained by the velocity plot and the coefficient of determination of the same plot (Figure 5). This further demonstrates that interpretation by least squares of the traditional velocity plot is not statistically robust. Based on this work and on Chiasson [14], least squares of the traditional velocity plot must not be used in a straightforward manner on raw data when scatter is observed. That is when is less than 0.92. Coefficients of determination higher than this threshold will yield relative errors on below 10% (Figure 5).

The above analysis shows that increasing statistical scatter in the velocity plot decreases the slope of the least squares line (and increases the interpreted value). The value of intercept will as a consequence decrease in a concurrent fashion. This result for the estimated slope value is in accordance with a relationship between the true slope and the slope estimated by least squares as presented by Snedecor and ([22] unfortunately, the coefficient of the relationship is often difficult to determine). Thus, least squares of the traditional velocity plot must not be used to extract the correct (or true) piezometric level at the injection point when the coefficient of determination is below 0.92.

Velocity plot scatter can be reduced in cases where the number of data couples is sufficiently high. In such cases, Chapuis [21] proposes a five-step interpretation procedure to reach this goal. When datasets are too small, least squares of the traditional velocity plot must not be used to extract and . Nevertheless, It remains warranted to prepare a velocity plot to confirm, as earlier underlined, that it is linear and that no other phenomena intervenes during the test.

##### 3.2. Alternate Interpretation of the Velocity Plot

An appropriate interpretation of the velocity method should be one that uses as the variable the measurement with minimal error, reserving the role of to the other. The same data that was plotted in Figure 3 is used to illustrate this alternative interpretation. The permuted plot, where velocity is in function of average elevation of falling-head , does not yield a better correlation coefficient, since it measures scatter and this is unchanged (Figure 6). The hydraulic conductivity computed from this plot is on the other hand significantly different (it is lower). Using (14), the same shape factor and the least square slope (Figure 6) yields βmm/s and βmm. With the permuted plot, relative error on has decreased to β11.6% and to 21.0% for relative error on . This is a considerable improvement in relation to the 222% relative error for and β107% relative error for that was obtained earlier with least squares of the traditional velocity plot. Computed hydraulic conductivity values from this βalternate interpretationβ of the velocity method show no correlation with test data scatter as characterised by the coefficient of determination (Figure 7).

On average, the alternate interpretation of the velocity method will yield good hydraulic conductivity values. On the other hand, scatter in measurements, although less problematic than with the traditional interpretation of the velocity method, will still yield rather high relative errors () for (Figure 8). The alternate interpretation can thus be qualified as being unbiased, that is, on average accurate but not precise. Results from this study indicate that the alternate interpretation should be used with caution when data scatter in the velocity plot yields less than 0.87. Otherwise, relative error on the value may be greater than Β±10% (Figure 7). The same observations apply for intercept (Figure 9). When is less than 0.87, it is recommended to follow the five steps interpretation procedure proposed by Chapuis [21] but using least squares on - variables of the alternate velocity plot.

##### 3.3. - Method

Chiasson [14] introduced this method after observing that scatter in the velocity plot (likewise with the permuted velocity plot) is inherent to the computation of the velocity ([21] gives the equation of the relative error). Chiasson thus proposes to use raw data, that is, data couples, and directly plot them on a - graph. Difference in scatter amplitude is evident when comparing scatter in a velocity plot (or permuted velocity) with scatter in a - plot (compare Figures 3 and 6 with Figure 10).

Applying the - method to the same dataset earlier used with traditional and alternate interpretations of the velocity method gives βmm/s, βmm and βmm. This corresponds to a relative error for of β6.4% and of 9.9% for relative error on . This is an improvement comparative to earlier presented methods, be it the traditional or alternate interpretation of the velocity plot.

The - method is unbiased; that is, there is no significant correlation with scatter intensity (Figure 11). It yielded high coefficients of determination for the complete suite of studied absolute errors, meaning that (16) well explains the relationship between and .

The - method yields good hydraulic conductivity values and it is less sensitive to data scatter (Figures 11 and 12). It is thus an accurate interpretation method. It is also a precise method since relative error on is of only 3.6% when synthetic data has βmm and increases by approximately the same increment for each 0.25βmm increment to . Results from this study indicate that the - method can be used even when absolute errors on are of the order of 2.0βmm (%) for which relative error on will be of 28.4%.

The same behavior is also observed for intercept values , that is, no systematic error (accurate value). Relative errors are smaller than in both earlier discussed methods although they are 1.6 times higher than hydraulic conductivity relative errors . Thus, the - method gives an accurate value for intercept and gives the highest precision.

##### 3.4. Corrected Hvorslevβs Method or Optimised Method

Again, for the same dataset used for the other three methods, the corrected Hvorslev method gives βmm/s, βmm, and βmm. This result for is approximately equivalent in accuracy to the - value obtained earlier. Investigating the complete dataset of synthetic data, results for show some sensitivity to data scatter, more than in the case of the - method (Figure 13). The method thus appears acceptable when βmm. Higher absolute errors in appear to destabilise the method. This is due to numerical optimisation which is less stable for this method.

#### 4. Calibration Error

In cases where the elevation of falling head tests is monitored with a piezoelectric transducer, a bias will be introduced if it is faultily calibrated (error in calibration is a type of systematic error). Piezoelectric transducers are linear voltage devices that convert voltage into a corresponding water pressure. In such case, the relationship between faultily calibrated readings and true elevations is where and are, respectively, the true and faulty calibrated (biased) elevation of the water column, and are constant and scale biases. Using (25), the true velocity (if coefficients and were known) would be This defines the relationship between true velocity (at left) and faultily calibrated velocity (at right): According to (11), using (25), the relationship between faulty velocity and faulty elevation of the water column is: This later equation shows that the plot of faulty elevation in function of faulty velocity has the same slope as one obtained from true elevation and velocity, that is, (11). Then, according to (11), the faulty plot will give the correct hydraulic conductivity. This is not the case for the intercept value as can be viewed by comparing (28) and (11). Since the intercept defines the piezometric level (Figure 1), the plot of faulty calibrated readings will not yield a correct PL.

Since the same equations are used to prepare the alternate velocity plot, the same conclusions will also apply. Developing (15) with (25) will find the same results for the method and (21) with (25) will yield the same for the corrected Hvorslev method.

When the PL is of importance, and it is certainly often the case, a verification of calibration needs to be performed. If when performing the falling head test, the elevation of the measuring tip of the piezoelectric transducer is noted, it is then possible to back calculate the PL value after calibration of the transducer in the laboratory. For the case of piezoelectric transducers in open piezometers, a field comparison between transducer readings and direct measurements of water elevation will permit to obtain correct calibration.

#### 5. Conclusion

Interpretation methods for falling-head tests were evaluated for their sensitivity to measurement error in elevations measurements of the falling water column. Least squares of the traditional velocity plot are found to be the less appropriate approach for interpreting falling-head tests to evaluate hydraulic conductivity, even when measurement errors are relatively small. It tends to systematically overestimate the true hydraulic conductivity (i.e., the soil is interpreted as being considerably more permeable than actual). The introduction of an error on the inlet stand pipe elevation systematically has a greater impact on falling head velocity than on [14, 15]. This thereby always increases the scatter range of values more than the scatter range of values. As a consequence, the slope of the velocity graph will flatten, lowering the slope and thus yielding the interpretation of a higher value.

A simple corrective measure is to assign the measurement with the less error as the independent variable, and the other as the dependant variable . This yields a more appropriate interpretation method (which is just a permutation between independent and dependent variables used in the traditional velocity plot), where is assigned to the axis and to the axis. This interpretation is found to be accurate (i.e., on average, it yields the correct ). The alternate interpretation of the velocity method also displays considerably less scatter in computed values. It is thus recommended to discontinue the use of the traditional velocity plot and replace it by the more statistically robust alternate interpretation of the velocity method and its permuted plot. In cases where the coefficient of determination is less than 0.87, it is recommended to follow the five steps procedure proposed by Chapuis [21]. This procedure reduces statistical scatter of the velocity plot (traditional or alternate) and thus increases the coefficient of determination. Least squares of the alternate velocity plot can then be applied to obtain more accurate hydraulic conductivity and piezometric level of the surrounding soil.

The best method is found to be -, with the corrected Hvorslev trailing not too far behind. Both these methods are accurate and the - is particularly precise when compared to the other studied methods. It is important to underline here that the - method has some weaknesses. It cannot identify a number of phenomena that may develop during a test. These phenomena can be identified with a velocity plot [7, 8, 17, 19, 20]. It is also stressed that the - method is only valid when the velocity plot follows a linear trend. Thus, it should always be used in conjunction with a velocity plot (preferably the alternate one).

By using more than one method, it is possible to better evaluate the accurateness and precision of interpreted hydraulic conductivity values. As a rule of thumb, if the difference between the alternate interpretation of the velocity plot and the - method is small (and if the velocity plot follows a linear trend), the - value can be considered accurate and precise. If absolute errors on are less than Β±1.0βmm (error relative to the range of elevation change ), this study shows that it may be concluded that computed hydraulic conductivity values are accurate and precise.

#### Acknowledgments

The author would like to acknowledge the financial support of the NSERC Discovery Grant Program and of the UniversitΓ© de Moncton. The comments and suggestions of the anonymous reviewer are also recognised.

#### References

- ASTM, βD2434-68(2006) Standard test method for permeability of granular soils (constant head),β in
*ASTM Annual Book of Standards*, vol. 4.08, 2011, West Conshohocken, Pa, USA. View at Google Scholar - ASTM, βD6391-06. Standard test method for field measurement of hydraulic conductivity limits of porous materials using two stages of infiltration from a borehole,β in
*ASTM Annual Book of Standards*, vol. 4.08, 2011, West Conshohocken, Pa, USA. View at Google Scholar - R. P. Chapuis, K. Baass, and L. Davenne, βGranular soils in rigid-wall permeameters: method for determining the degree of saturation,β
*Canadian Geotechnical Journal*, vol. 26, no. 1, pp. 71β79, 1989. View at Google Scholar Β· View at Scopus - CAN/BNQ, βSoilsβdetermination of permeability at the end of a casing,β
*CAN/BNQ*2501-130-M88, Canadian Standards Association and Bureau de normalisation du QuΓ©bec, 1988. View at Google Scholar - CAN/BNQ, βSoilsβdetermination of permeability by the Lefranc method,β
*CAN/BNQ*2501-135-M88, Canadian Standards Association and Bureau de normalisation du QuΓ©bec, 1988. View at Google Scholar - R. P. Chapuis,
*Guide des Essais de Pompage et Leurs InterprΓ©tations*, Les publications du QuΓ©bec, QuΓ©bec, Canada, 1999. - R. P. Chapuis, J. J. ParΓ©, and J. G. LavallΓ©e, βEssais de permΓ©abilitΓ© Γ niveau variable,β in
*Proceedings of the 10th International Conference on Soil Mechanics and Foundation Engineering*, vol. 1, pp. 401β406, Stockholm, Sweden, 1981. - R. P. Chapuis, βOverdamped slug test in monitoring wells: review of interpretation methods with mathematical, physical, and numerical analysis of storativity influence,β
*Canadian Geotechnical Journal*, vol. 35, no. 5, pp. 697β719, 1998. View at Google Scholar Β· View at Scopus - H. H. Cooper Jr., J. D. Bredehoeft, and I. S. Papadopulos, βResponse of a finite-diameter well to an instantaneous charge of water,β
*Water Resources Research*, vol. 3, no. 1, pp. 263β269, 1967. View at Publisher Β· View at Google Scholar - R. P. Chapuis and D. Chenaf, βSlug tests in a confined aquifer: Experimental results in a large soil tank and numerical modeling,β
*Canadian Geotechnical Journal*, vol. 39, no. 1, pp. 14β21, 2002. View at Publisher Β· View at Google Scholar - R. P. Chapuis and D. Cazaux, βPressure-pulse test for field hydraulic conductivity of soils: is the usual interpretation method adequate?β in
*Evaluation and Remediation of Low Permeability and Dual Porosity Environments*, N. N. Sara and L. G. Everett, Eds., vol. 1415 of*ASTM STP*, pp. 66β82, ASTM International, West Conshohocken, Pa, USA, 2002. View at Google Scholar - M. J. Hvorslev,
*Time-Lag and Soil Permeability in Ground Water Observations*, Bulletin, no. 36, U.S. Army Engineering Waterways Experimental Station, Vicksburg, Miss, USA, 1951. - R. P. Chapuis, βBorehole variable-head permeability tests in compacted clay liners and covers,β
*Canadian Geotechnical Journal*, vol. 36, no. 1, pp. 39β51, 1999. View at Google Scholar Β· View at Scopus - P. Chiasson, βMethods of interpretation of borehole falling-head tests performed in compacted clay liners,β
*Canadian Geotechnical Journal*, vol. 42, no. 1, pp. 79β90, 2005. View at Publisher Β· View at Google Scholar Β· View at Scopus - P. Chiasson, βMeasuring low hydraulic conductivities by falling-head tests,β in
*Proceedings of the 60th Canadian Geotechnical Conference*, p. 8, Ottawa, Canada, 2007. - G. Schneebeli, βLa mesure in situ de la permΓ©abilitΓ© d'un terrain,β Comptes-rendus des ${3}^{\text{i\Gamma \xa8mes}}$ jounΓ©es d'hydraulique, Alger, Algeria, pp. 270-279.
- R. P. Chapuis, βFracturing pressure of soil ground by viscous materials: discussion,β
*Soils and Foundations*, vol. 32, no. 3, pp. 174β175, 1992. View at Google Scholar - R. P. Chapuis, βDetermining whether wells and piezometers give water levels or piezometric levels,β in
*Ground Water Determination: Field Methods*, 963, pp. 162β171, American Society for Testing and Materials, Special Technical Publication, 1988. View at Google Scholar - R. P. Chapuis and G. Wendling, βMonitoring wells: measurement of permeability with minimal modification of groundwater,β
*Canadian Journal of Civil Engineering*, vol. 18, no. 5, pp. 871β875, 1991. View at Google Scholar Β· View at Scopus - R. P. Chapuis, βUsing a leaky swimming pool for a huge falling-head permeability test,β
*Engineering Geology*, vol. 114, no. 1-2, pp. 65β70, 2010. View at Publisher Β· View at Google Scholar Β· View at Scopus - R. P. Chapuis, βInterpreting slug tests with large data sets,β
*Geotechnical Testing Journal*, vol. 32, no. 2, pp. 139β146, 2009. View at Google Scholar Β· View at Scopus - G. W. Snedecor and W. G. Cochran,
*Statistical Methods*, University of Iowa Press, Iowa city, Iowa, USA, 8th edition, 1989.