# Channel network concept: an integrated approach to visualize solute transport in fractured rocks

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## Abstract

The advection-dispersion equation, ADE, has commonly been used to describe solute transport in fractured rock. However, there is one key question that must be addressed before the mathematical form of the so-called Fickian dispersion that underlies the ADE takes on physical meaning in fractures. *What is the required travel distance, or travel time, before the Fickian condition is met and the ADE becomes physically reasonable?* A simple theory is presented to address this question in tapered channels. It is shown that spreading of solute under forced-gradient flow conditions is mostly dominated by advective mechanisms. Nevertheless, the ADE might be valid under natural flow conditions. Furthermore, several concerns are raised in this paper with regard to using the concept of a field-scale matrix diffusion coefficient in fractured rocks. The concerns are mainly directed toward uncertainties and potential bias involved in finding the continuum model parameters. It is illustrated that good curve fitting does not ensure the physical reasonability of the model parameters. It is suggested that it is feasible and adequate to describe flow and transport in fractured rocks as taking place in three-dimensional networks of channels, as embodied in the channel network concept. It is argued that this conceptualization provides a convenient framework to capture the impacts of spatial heterogeneities in fractured rocks and can accommodate the physical mechanisms underlying the behavior of solute transport in fractures. All these issues are discussed in relation to analyzing and predicting actual tracer tests in fractured crystalline rocks.

## Keywords

Solute transport Channel network concept Non-Fickian behavior Advection-dispersion equation Matrix diffusion# Concept de réseau de chenaux: une approche intégrée pour visualiser le transport de soluté dans les roches fracturées

## Résumé

L’équation d’advection-dispersion, EAD, a été utilisée communément pour décrire le transport de soluté dans la roche fracturée. Cependant, il y a une question clé qui doit être abordée avant que la formulation mathématique de la soi-disant dispersion Fickienne qui sous-tend l’EAD prenne un sens physique au sein des fractures. Quelle est. la distance de transport requise, ou le temps de déplacement, avant que la condition fickienne soit remplie et que l’EAD devienne physiquement raisonnable? Une théorie simple est. présentée pour adresser cette question dans des chenaux coniques. On montre que la propagation du soluté dans des conditions d’écoulement contrôlé par un gradient est. principalement dominée par des mécanismes d’advection. Néanmoins, l’EAD peut être valide dans des conditions d’écoulement naturel. En outre, plusieurs préoccupations sont soulevées dans cet article en ce qui concerne l’utilisation du concept de coefficient de diffusion matriciel à l’échelle du champ dans les roches fracturées. Les inquiétudes sont principalement axées sur les incertitudes et les biais potentiels impliqués dans la recherche des paramètres du modèle continu. Il est. démontré que le bon ajustement des courbes n’assure pas le caractère raisonnable des paramètres du modèle du point de vue physique. La description de l’écoulement et du transport au sein de roches fracturées à partir de l’écoulement et du transport qui prennent place dans des réseaux tridimensionnels de canaux, tels qu’introduits dans le concept de réseaux de canaux est. considérée comme faisable et appropriée. On fait valoir que cette conceptualisation fournit un cadre qui permet la prise en considération de l’incidence des hétérogénéités dans les roches fracturées et tient compte des mécanismes physiques qui sont à la base du comportement du transport de soluté dans des fractures. Toutes ces questions font l’objet de discussions associés à l’analyse et à la prévision d’essais de traçage réels dans des roches cristallines fracturées.

# Concepto de red de Canales: un enfoque integrado para visualizar el transporte de solutos en rocas fracturadas

## Resumen

La ecuación advección-dispersión, ADE, se ha usado comúnmente para describir el transporte de solutos en rocas fracturadas. Sin embargo, hay una pregunta clave que debe abordarse antes de que la forma matemática de la llamada dispersión de Fickian que subyace en el ADE adquiere un significado físico en las fracturas. ¿Cuál es la distancia de transporte requerida, o el tiempo de transporte, antes de que se cumpla la condición de Fickian y el ADE se vuelva físicamente razonable? Se presenta una teoría simple para abordar esta cuestión en canales cónicos. Se muestra que la dispersión de soluto bajo condiciones de flujo de gradiente forzado está dominada principalmente por mecanismos advectivos. Sin embargo, el ADE podría ser válido en condiciones de flujo natural. Además, se plantean varias preocupaciones en este documento con respecto al uso del concepto de un coeficiente de difusión de matriz a escala de campo en rocas fracturadas. Las preocupaciones se dirigen principalmente a las incertidumbres y posibles sesgos involucrados en la búsqueda de los parámetros del modelo continuo. Se ilustra que una buena adaptación de curvas no garantiza la razonabilidad física de los parámetros del modelo. Se sugiere que es factible y adecuado describir el flujo y el transporte en rocas fracturadas que tienen lugar en redes tridimensionales de canales, tal como se materializa en el concepto de red de canales. Se argumenta que esta conceptualización proporciona un marco conveniente para capturar los impactos de las heterogeneidades espaciales en las rocas fracturadas y puede acomodar los mecanismos físicos que subyacen al comportamiento del transporte de solutos en las fracturas. Todos estos temas se discuten en relación con el análisis y predicción de pruebas de trazado reales en rocas cristalinas fracturadas.

# 通道网络概念:断裂岩石中溶质运移形象化的一种综合方法

## 摘要

对流-扩散方程ADE常常用来描述断裂岩石中的溶质运移。然而,在作为ADE基础的所谓Fickian扩散的数学形式承担断裂中的物理意义前,有一个关键问题必须要阐明。Fickian条件满足之前以及ADE物理上合理之前,所需的行进距离或者行进时间是多少?这里展示了一个简单的理论以阐明锥形通道中的这个问题。表明在强迫坡度水流条件下溶质的扩散主要受平流机理的控制。不过,ADE在自然水流条件下可能有效。此外,本文提出了有关使用断裂岩石中野外尺度基质扩散系数的几个关注点。关注点主要针对涉及寻找连续模型参数中的不确定性及潜在的偏离。举例说明了良好的曲线拟合不能保证模型参数物理上的合理性。这表明,水流和运移发生在通道三维网络中,从而在通道网络概念中呈现出具体化,因此,描述断裂岩石中的水流和运移是切实可行的并且是合适的。人们认为这个概念化为捕获断裂岩石中空间异质性的影响提供了一个方便的框架,可以适应断裂中溶质运移特性之下的物理机理。所有有关分析和预测断裂结晶岩中实际示踪试验的这些问题都进行了论述。

# O conceito de redes de canais: uma abordagem integrada para visualização de transporte de solutos em rochas fraturadas

## Resumo

A equação de advecção-dispersão, EAD, é comumente utilizada para descrever o transporte de solutos em rochas fraturadas. Entretanto, existe uma questão chave que deve ser resolvida antes do formalismo matemático da assim chamada dispersão Fickiana que embasa a EAD para que ela possa ter significado físico em fraturas. Qual é a distância necessária, ou tempo necessário, antes do qual a condição Fickiana é atingida e a EAD é fisicamente aceitável? Uma teoria simples é apresentada para resolver esta questão em canais estreitos. É mostrado que a dispersão do soluto em condições de escoamento com gradiente forçado é principalmente dominada por mecanismos advectivos. Mesmo assim, a EAD pode ser válida em condições de escoamento naturais. Além disso, vários problemas são levantados neste artigo a respeito de se usar o conceito de coeficientes de difusão de matriz rochosa em escala de campo em rochas fraturadas. Os problemas são, em sua maioria, direcionados para incertezas e vieses potenciais envolvidos em encontrar os parâmetros de modelos contínuos. É mostrado que um bom ajuste de curva não garante a aceitabilidade física dos parâmetros do modelo. É sugerido que é factível e adequado descrever escoamento e transporte em rochas fraturadas como ocorrendo em uma rede tridimensional de canais, como demonstrado no conceito de rede de canais. É argumentado que esta conceitualização fornece uma plataforma conveniente para capturar os impactos de heterogeneidades espaciais em rochas fraturadas e pode acomodar os mecanismos físicos que embasam o comportamento do transporte de solutos em fraturas. Todos esses problemas são discutidos em relação à analisar e predizer testes reais com traçadores em rochas fraturadas cristalinas.

## Introduction

In the radioactive-waste-management community, particular effort has been directed toward studying the hydrodynamic dispersion and residence-time distribution of solutes in fractured systems. In this regard, continuum models, i.e., Darcy’s law and the advection-dispersion equation, ADE, have been commonly used to describe fluid flow and solute transport in fractured rocks, respectively (Tang et al. 1981; Sudicky and Frind 1982; Małoszewski and Zuber 1985; Hodgkinson and Maul 1988). Essentially, in the classical ADE models, the solute transport acts as if the hydrodynamic dispersion, in its widest sense, behaves similarly to a Fickian-diffusion process that can be characterized by a constant dispersion coefficient, independent of travel distance. In a similar manner, the effect of matrix diffusion has been commonly included in the continuum model by adding a sink term to the ADE, so it can describe the diffusive mass exchange between fractures and the rock matrix by a constant diffusion coefficient (Neretnieks et al. 1982; Tsang 1995; Carrera et al. 1998; Simunek and van Genuchten 2008).

Even though the classical ADE has been shown to be applicable in some homogeneous porous media such as a carefully designed packed bed reactor (Delgado 2006), there are numerous studies suggesting that the continuum model does not adequately represent the real nature of solute transport in geological formations, which often exhibit non-Fickian behavior. (Matheron and de Marsily 1980; Long et al. 1982; Pankow et al. 1986; Berkowitz et al. 1988; McKay et al. 1993; Guerin and Billaux 1994). In a survey study, Gelhar et al. (1992) compiled dispersivity observations from 59 different sites and demonstrated that the dispersion coefficient increased with the observation distance. This scale dependency is a clear violation of the ADE assumption, namely that the dispersion coefficient is a fixed property of the porous medium. Many other studies have also reported on the limitation of the ADE in aquifers containing connected and highly conductive channels (Neretnieks 2002; Becker and Shapiro 2003) as well as in fractured rocks exhibiting anomalous behavior (Berkowitz et al. 2002; Gao et al. 2009; Kang et al. 2015).

Nevertheless, many studies that predict the downstream spreading of the solute lump all the dispersion effects caused by, e.g., velocity variation, into the parameter “macro dispersion coefficient”, and solve the ADE assuming, contrary to the field observations, that the transport is Fickian. However, they often fail to address the key question, namely, what is, if ever, the required travel distance or travel time before the so-called Fickian condition is reached and the ADE becomes physically reasonable.

Furthermore, when the continuum model is employed to interpret field tracer tests, it has often been found that much larger matrix diffusion coefficients than laboratory measurements are required to reproduce the observed tracer breakthrough curves, BTCs, indicating that matrix diffusion in the field would be enhanced in some way. In literature, this enhanced coefficient is often referred to as the “field-scale matrix diffusion coefficient” (Liu et al. 2007). In a survey study, Zhou et al. (2007) reviewed 40 field tracer tests conducted at different fractured sites and analyzed the tracer BTCs by the continuum model. They noted that the field-scale matrix diffusion coefficients generally exhibited enhanced values in comparison to laboratory measurements and that the coefficients increased with observation distance. Similar results were also found in other studies suggesting that the laboratory-scale matrix diffusion coefficient may be orders of magnitude smaller than the so-called field-scale matrix diffusion coefficient (Becker and Shapiro 2000; Shapiro 2001; Neretnieks 2002; Liu et al. 2003).

In literature, the enhanced matrix diffusion effect in naturally heterogeneous fractured media is attributed to several physical mechanisms at different scales. These include, but are not limited to, diffusion into fracture in-fillings (Neretnieks 2002), advective transport between fast and slow pathways (Shapiro 2001), diffusion into the stagnant water zones (Neretnieks 2005; Shahkarami et al. 2015), and fractal structure of transport paths (Liu et al. 2007). It is also well recognized that the impacts of the various mechanisms mentioned above, together with that of matrix diffusion, are strongly influenced by flow conditions in the transport paths. However, the flow condition cannot, in most cases, be adequately approximated by the continuum model, given the fact that the heterogeneities, including aperture variability, cannot be captured.

Based on the aforementioned considerations, it is believed that the overwhelming efforts directed toward defining the effective entities to describe the transport problem in fractured rock are misplaced for the detailed understanding of hydraulic behavior and solute transport mechanisms. Obviously, there are important processes that the continuum model does not capture well, especially when flow in fractured rocks takes place in many pathways that do not, or very little, mix with water in other pathways. Not to mention that estimation of the effective entities is subject to inherent biases and errors.

While aware of other reasonable approaches (Haggerty and Gorelick 1995; Berkowitz and Scher 1997; Neuman et al. 1987; Cushman and Ginn 2000; Becker and Shapiro 2003), it is suggested that it is feasible and more physically meaningful to describe flow and solute transport in fractured rocks as taking place in three-dimensional (3D) networks of channels, as embodied in the channel network concept, CN-concept (Moreno and Neretnieks 1993). In this paper, various phenomena that give rise to dispersion in channels in fractures are briefly discussed. It is followed by studying the Taylor dispersion in tapered channels, which are deemed to better describe flow paths in fractured crystalline rocks (Liu et al. 2017). Following that, by some simple calculations, it is illustrated that man-made field experiments that are commonly used to assess dispersion properties are subject to inherent difficulties because in experiments with larger flow rates, dispersion can be dominated by other mechanisms than what will prevail under natural flow conditions. To highlight the differences between the continuum model and the CN-concept, the channel network model, CNM, and its computer code, CHAN3D, are used to study the converging tracer test STT-1, part of the TRUE-1 project (Elert and Svensson 2001). The CNM is founded on the CN-concept and is, in fact, the CHAN3D implementation of the CN-concept, which can further be evolved to include additional mechanisms and geometric features.

One contribution of this paper is, therefore, to study the Taylor dispersion in tapered channels and find the time threshold beyond which the advection-dispersion equation is applicable in individual channels. The second contribution of this paper is to present a comparative analysis and highlight the difference between the dispersions expected under forced- and natural-gradient flow conditions. The third contribution is to present arguments and examples from actual tracer tests to highlight the uncertainties and ambiguities regarding the use of the effective entities to interpret field experiment results. The fourth contribution is to demonstrate the applicability of the CN-concept to capture the effect of spatial heterogeneities and to visualize contaminant transport in fractured rocks.

## The channel-network-transport model in fractured rocks

Crystalline rocks contain systems of intersecting fractures whose apertures vary from fully closed to usually less than a millimeter (Moreno et al. 1990). The more open locations in a fracture may connect over long distances and form potential pathways through which water can flow in the presence of hydraulic gradients. The flow paths in the individual fracture are called channels, fully recognizing that hydraulic gradients applied in other directions will generate other flow paths. Within a rock volume, when the stochastically oriented fractures intersect, the multitude of channels can connect and form a 3D network of channels. The water flow rates and velocities differ between channels and the velocity may also vary across the width of individual channels because the aperture varies across the channels. They are tapered. At channel intersections where waters from two or more channels meet, the waters may mix to varying degrees, and solute in the flowing waters may move partly into one and partly into another channel. At the intersections, the solute can, therefore, be divided up into an enormous number of pathways, composed of a series of channels. In each channel, the solute transport can be retarded by matrix diffusion, diffusion into stagnant water zones, and sorption, as well as be affected by mixing between the streamlines in the channel. It should further be noted that when water flows in a narrow channel, the matrix diffusion would increasingly become radial as the penetration length by diffusion becomes larger than the channel width, thus enhancing the rate of mass exchange with the water in the porous rock matrix and causes increased retardation (Neretnieks 2017). These physical mechanisms underlying the natural behavior of solute transport in fractured rocks are incorporated in the CNM. Flow rate distribution is primarily determined by solving the Darcy flow in each channel in the network. By a time-domain particle tracking method (Tsang and Tsang 2001) a multitude of pathways is then generated in the rock volume that the particles traverse from the injection point through the network to an observation point. Because excessively high computational demand is required to evaluate the mixing at the 3D channel intersections, the model assumes that the mixing is complete. The immediate implication of this assumption is that the probability of solute particles in the inflow channel to enter the outflow channels is proportional to the channel outflow rates. In this way, solute particles can traverse different transport paths and their residence times can be determined in channels constituting the pathways. It is also possible to determine where the solute will arrive and how the concentration will vary over time in the pathways.

In what follows, dispersion is studied in scenarios when samples from different pathways are collected and mixed, e.g., in a converging tracer test. The main objective of this section is to demonstrate how the CNM can be applied to capture the effect of varying velocity field inherent in short-range field tracer tests. In the following section, it is also discussed how the use of the ADE and the macro dispersion coefficient can be misleading when applied to predict tracer test results.

### The STT-1 test: estimation of flow porosity from hydraulic data

^{3}/h to achieve a converging flow field.

To simulate the experiment, the tracer transport is modeled in a rock volume of 20 m × 20 m × 20 m. It is assumed that the feature A and a large number of smaller fractures around it are parts of a 3D network of channels and that their conductivities can be characterized by a single statistical distribution. The hydraulic and structural properties of channels are generated based on the detailed measurements and analysis performed in the Äspö Hard Rock Laboratory, HRL, in Sweden (Winberg et al. 2000; Shahkarami et al. 2016). Most importantly, the average channel length is set to 0.5 m and the channel transmissivities are assigned randomly from a lognormal distribution with mean *μ* = −7.8 and standard deviation *σ *= 0.97, as given in Fig. S1 of the electronic supplementary material (ESM). These data are derived from hydraulic measurements in boreholes intersecting the rock within and surrounding the test volume (Neretnieks and Moreno 2003).

^{2}/s and

*b*is the channel half-aperture in meters. Hence, the half-aperture distribution in the system can be found, as shown in Fig. S2 of the ESM. Furthermore, from the distribution, one can estimate the average half-aperture of the ensemble of the channels,

*b*

_{avg}. The subscript m denotes the mean value over of the ensemble of the channels. This can be obtained by the following equation that gives

*b*

_{avg}

*=*2.6 × 10

^{−5}.

*p*(

*b*) is the probability density function of the channel half-aperture which follows a lognormal distribution, Fig. S2 of the ESM.

*ϕ*, is related to the average channel half-aperture,

*b*

_{avg}, and the specific flow-wetted-surface area,

*α*

_{R}, by (Shahkarami et al. 2016)

With the estimated *α*_{R} = 10 m^{2}/m^{3} for the STT-1 test, this gives *ϕ* = 2.6 × 10^{−4}. These values together with the transmissivity distribution data are used to generate the channel network.

### The STT-1 test: simulation of the non-sorbing tracers transport

The results suggest that the CNM achieves very good predictions of the tracers’ BTCs both at the rising limb and the tailed part of the curves. The tailing, in the absence of other dispersive mechanisms, is commonly cited as the apparent consequence of matrix diffusion (Grisak and Pickens 1980; Neretnieks et al. 1982; Maloszewski and Zuber 1993; McKenna and Meigs 2000); however, in this experiment the tailing slope is greater (steeper) than the well-known “–3/2 double-log slope” for matrix diffusion (Haggerty et al. 2000). Possible explanations could be that the asymptotic tail of the injection curves or velocity variation between different pathways led to the observed tailed distribution. In fact, measurements in the vicinity of feature A have revealed that transmissivities vary over more than four orders of magnitude, which can yield paths of fast and slow flow. Therefore, paths with a fast flow result in rapid, early breakthrough of tracers, and those travelling along slower paths, on the other hand, experience greater retardation by matrix diffusion.

It can be seen that the normalized BTCs for the real tracers with two different diffusion coefficients, De_{U} = 7.6 × 10^{−14} m^{2}/s, De_{HTO} = 1.2 × 10^{−13} m^{2}/s, are practically identical and exhibit similar tailings. Furthermore, the BTCs of the imaginary tracers with relatively small values of matrix diffusion coefficients, exhibit strong tailings and, essentially, very weak separations are observed between the BTCs of the injected tracers. These findings suggest that matrix diffusion has marginal effect on the BTC tailings for these non-sorbing tracers in this experiment.

*μ*= −7.8 and

*σ*= 0. Thus, contrary to the original case where flow channeling results in different particle residence times, most of the particles traverse along a single pathway with a fixed residence time. The simulation results are shown and compared with the original case in Fig. 6.

The predicted BTCs with *σ* = 0 feature: (1) delayed early arrival of the tracers, (2) a very sharp rising limb, and (3) less tracer mass recovery. The results suggest that the velocity variation can largely affect the early-time behavior of the tracers; therefore, a single pathway cannot solely explain the tracer transport behavior in the test rock volume. However, under the STT1 test conditions, the tracer late-time behaviors remain practically unaffected and the simulated BTCs exhibit strong tailings similar to those observed in the experimental curves. In fact, closer inspection of the simulated BTCs, when *σ* = 0, reveals that the outlet concentrations preserve the shapes of the injection curves. That is, the relatively steep tailing observed in the BTCs (slope > −3/2) is controlled by the injection curves given in Fig. 1; therefore, it can be inferred that the overall dispersion observed in the BTCs are mainly controlled by the injection curves as well as velocity distribution within the network.

It is worth emphasizing that the dispersion caused by flow channeling in a rock volume is shown to increase in proportion to the observation distance, due primarily to the effect of velocity dispersion (Liu et al. 2017). This is embodied in the CNM; therefore, in more general scenarios, where essential spatial heterogeneities in fractured rocks, i.e., deterministic and stochastic fractures, fracture zones and tunnels, are introduced into the system, the CNM can explain the apparent scale dependency of dispersion, provided conductive channels connect to form effective transport paths with different flow rates.

## Use of the Taylor dispersion and continuum model in the STT-1 test

In the preceding simulations, hydrodynamic dispersion in the channels is neglected because the individual channels are assumed to have constant aperture and width. In tapered channels, the only expected dispersion is the Taylor dispersion across the channel width, which may contribute to the longitudinal dispersion under the conditions of the experiment. In this section, it is explored when it is appropriate to consider the Taylor dispersion in a tapered channel. It is worth emphasizing that when Taylor dispersion is fully developed, the dispersion coefficient becomes constant and the ADE is valid; furthermore, the effects of changes in channel width and flow condition on the Taylor dispersion is studied in tapered channels. It is also shown that forced-gradient experiments can result in considerably different dispersion than what can apply in the natural-gradient case. For these purposes, the data evaluated for the tracer test STT-1 are incorporated in the continuum model to examine whether it can correctly be used to interpret the test results for the nonsorbing tracers.

### Taylor dispersion in tapered channels

*R*where the velocity profile is parabolic, the spreading of a tracer pulse propagates similarly to a Gaussian pulse, provided the time of interest is sufficiently long. That is, the pulse traveling with the mean fluid velocity,

*U*, becomes broader proportionally to the square root of the travel distance—exactly as a pulse would behave with a larger molecular diffusion coefficient (

*D*

_{w}). It is shown that the axial dispersion of the tracer in the tube can be described by a constant dispersion coefficient (

*D*

_{L}) given by

*b*

_{f}is much smaller than the channel width 2

*W*

_{f}. The only difference was that the tube radius in Eq. (4) was replaced by half-width of the channel to give

*T*is the dimensionless characteristic diffusion time. For the purposes of the present study, the region 0.02 <

*T*< 0.6 is considered to be the transition region between when advective transport prevails and when Taylor dispersion does. The Peclet number with respect to the channel length can also be expressed as,

This Peclet number characterizes the ratio of advective transport rate to the rate of dispersive transport and is indicative of the degree of mixing in the channel. Here, again, one may note that Eqs. (5) and (7) are valid only if the required condition to use the Taylor dispersion is met.

### Is the ADE valid under the STT-1 test conditions?

The data evaluated for the tracer test STT-1 after (Shahkarami et al. 2016)

Entity | Value |
---|---|

Mean residence time, | 34 |

Pumping flow rate, | 0.024 |

Mean velocity, | 4.08 × 10 |

Diffusivity in water, | 1 × 10 |

Specific flow-wetted-surface area, | 10 |

Flow porosity | 2.6 × 10 |

However, this requires that the dimensionless characteristics diffusion time equals *T* = 0.0024 which is much smaller than *T* = 0.6, which suggests that negligible mixing between streamlines is expected for the preceding 1-m-long channel in this study. Therefore, the velocity-induced dispersion in the channel, i.e., the mass-spread expected because solute particles travel with different advection times induced by the parabolic shape of the velocity profile, prevails and the ADE cannot be used in this case. If the ADE were valid, the low estimated value of the Peclet number compared to Pe = 1 would suggest that dispersion strongly dominates over advection in determining the residence time distribution of the tracer (Huysmans and Dassargues 2005). In other words, the advection term could be neglected to obtain the BTC. Even if in the experiment the entire flow path were to consist of one channel, i.e., *L* = 5 m, the Peclet number would equal Pe = 0.59; however, the use of ADE is valid only if the required condition in Eq. (6) is met. Even for the full length of the flow path in the experiment, i.e., *L* = 5 m, Taylor dispersion does not develop in a 0.1-m-wide channel (*T* = 0.012), whereas in a 0.01-m-wide channel (*T* = 1.25) it would.

Contrary to the tracer test experiment, the situation is quite different under natural-gradient condition where water flows with lower velocity. With a gradient of 0.003 m/m, and mean transmissivity of 1 × 10^{–7.8} m^{2}/s, the mean velocity under natural-gradient condition is *U* = 1.52 × 10^{−7} m/s. Thus, for a channel with *L* = 1 m and *W*_{f} = 0.1 m, the Peclet number and dimensionless diffusion time, respectively, becomes Pe = 31.6 and *T* = 0.67.

This implies that under the natural-gradient condition, the Fickian condition may be satisfied and the ADE may become valid in individual channels, which is in contrast to the field experiment where the spreading of the tracer pulse is caused by (1) velocity-induced dispersion in individual channels, i.e., advection, and (2) separation of the advective pathways, i.e., flow channeling. These results indicate that forced-gradient experiments can result in considerably different dispersion than what can apply in the natural-gradient case for the typical channel widths. One can then conclude that this is another reason why the validity and usefulness of the ADE needs to be carefully investigated before being employed to interpret the tracer test results and why use of the macro dispersion coefficient may be misleading.

*t*

_{w}. As shown in Fig. 8, a very good fit to the tracer test results can be obtained for the Pe = 5 and

*t*

_{w}= 5 h. In other words, if the results were interpreted using the continuum model, the inevitable conclusion would be that the dispersion caused by the injection process and heterogeneous velocity field in the rock mass around feature A could solely be described by a large macro dispersion coefficient

*D*

_{L}= 2.78 × 10

^{−4}m

^{2}/s. However, the validity of the ADE and the interpretation of the result, as previously discussed, are questionable under the experiment conditions and the ADE cannot successfully describe the tracer concentration distribution if the test flow conditions are changed, e.g., if the observation distance is increased or flow rate decreased. In other words, one should not feel satisfied with good curve fits of the experimental results unless the model and the parameters used are physically reasonable and have been verified independently.

## Rock matrix diffusion at the field scale

In this section, the focus is placed on the retarding effect of rock matrix diffusion at the field scale. The concern is raised that the field-scale matrix-diffusion coefficient and its value, found from the continuum model, may not correctly characterize the matrix diffusion effect. It is then demonstrated how the CNM can readily be employed to incorporate the heterogeneities in the system and explain the enhanced matrix diffusion effect that is often observed in tracer test experiments, provided the experiment conditions are well defined.

### Continuum model and field-scale matrix diffusion coefficient

Rock matrix is porous and allows solute to diffuse into the micro-pores of the matrix where they can sorb onto the inner surfaces of the matrix and, thus, be withdrawn from the flowing water in a fracture. In this fracture-matrix system, the diffusion coefficient is widely believed to be the key parameter to describe the diffusion process within the matrix as well as the diffusive mass exchange between the fracture and the matrix. It is therefore not surprising to find numerous studies in literature on in-situ measurements of diffusion coefficient in rock samples as well as field tracer tests to find this coefficient (Skagius and Neretnieks 1986; Ohlsson and Neretnieks 1995; Ohlsson et al. 2001; Reimus et al. 2003). The continuum model has commonly been used to estimate the diffusion coefficient from the tracer test BTCs. This is mainly because the model is relatively simple and can easily be implemented. Evidence from a few controlled tracer tests supports the use of the continuum model together with the in-situ-measured matrix diffusion coefficients (Maloszewski and Zuber 1990; Moench 1995; Jardine et al. 1999); there are, however, several other studies suggesting that the estimated field-scale matrix diffusion coefficients may be orders of magnitude larger than the values obtained in the laboratory (Zhou et al. 2007).

The predicted enhanced value for the matrix diffusion coefficient is the inevitable consequence of using the continuum model that stems from the inadequacy of the model to capture the effect of spatial heterogeneities in the system. In other words, when the continuum model is used to interpret a field tracer test, the calibrated matrix diffusion coefficient incorporates additional and often complex transport mechanisms that are not considered in the simple model. The coefficient is, therefore, accepted as an effective parameter. Most importantly, the continuum model completely ignores the potential influences of varying the velocity field, as well as the influences of stagnant water zones, STWZs, on the matrix diffusion effect.

*Ω*

_{f}and

*Ω*

_{s}denote the contribution of the flowing channel and STWZ, respectively. If the rock matrix thickness is large,

*Ω*

_{f}and

*Ω*

_{s}becomes

The solution is a product of two exponential terms describing the simultaneous contributions of the two systems in retarding solute transport in a flow channel. In the preceding solution, *τ*_{f} is the water residence time in the channel. *F*_{f} is the ratio of flow-wetted surface of rock matrix adjacent to the channel to the water flow rate in the same channel, and gives a measure of relative importance of advection in the channel and diffusion through the rock matrix. Similarly, the parameter group *N* is the ratio of diffusion rate into the STWZ to the advection rate in the channel and gives a measure of the tendency of solutes to depart from the flow channel toward the STWZ. In fact, these two parameters together with the material property group, MPG, are the key entities that determine the fate of sorbing solute in channels. Nevertheless, due to the existence of spatial heterogeneities, channels in fractures can have very different properties and flow conditions; therefore, the individual channels provide local *F*_{f} and *N* values that result in varying degree of matrix diffusion effect in different channels.

*T*_{0} is the calibrated mean residence time representing the different residence times in multitude of flow paths caused by aperture variability in the fracture plane. The calibrated Peclet number represents the dispersion in the system caused by the velocity difference within and between different channels. The calibrated group A is called the diffusive mass-transfer parameter and represents the lumped effect of different complex diffusive processes. Zhou et al. (2007) concluded that the field-scale matrix diffusion coefficients calculated through the calibrated *A*-value, exhibited much larger values compared to the laboratory-scale matrix diffusion coefficients.

One major drawback of this analysis is that the survey is biased toward finding a larger matrix diffusion coefficient, instead of focusing on the underlying physics responsible for the enhanced diffusive mass exchange. A striking example of this situation is the enhanced *A*-value reported for one case study in Neretnieks (2002) where a STWZ exists in the fracture plane. The STWZ, in fact, increases the available surface area for solute diffusive mass exchange and results in a larger *A*-value, i.e., 77 times larger. This effect, however, is interpreted as the enhanced field-scale matrix diffusion coefficient in the Zhou study.

Another problem that may undermine the conclusion made in the Zhou study is the uncertainty involved in the primary focus of the calibration procedures. In a calibration, very different fitted values are often expected for *T*_{0}, Pe and *A* if the focus shifts from the rising limb to the middle part (the peak arrival time), or further to the tailing. This makes the calibrated results vulnerable to the objectives of the fittings—for example, in a tracer test where the tracer BTC is dominated by the matrix diffusion and thus exhibits long tailing, a very small Pe value is often expected to obtain a good fit to the test data. The physical meaning and credibility of this small Pe number, as a measure for the dispersion solely caused by velocity variation, is therefore questionable, knowing that the tailed distribution is dominated by the matrix diffusion. It should also be noted that, in this approach, it is likely that good fits can be achieved with different sets of fitting parameters, which also gives rise to the concern of the tentative interpretation of experimental BTCs.

The most important shortcoming of this analysis, as discussed in the Zhou study but not properly justified, is the use of *t*_{w}/*b* to estimate the ratio of flow-wetted-surface area, FWSA, to the flow rate (*Q*) in a fractured site. This ratio is a key parameter in estimating the field-scale matrix diffusion coefficient. In practice, however, *Q* and FWSA are independent from each other and their ratio is independent from *b* and *t*_{w}. Given a known hydraulic gradient, the flow field can readily be determined from conductance distribution in the site, as embodied in the CNM. Furthermore, the specific flow-wetted-surface area can be estimated from independent measurement and observations in the fractured media. It is, therefore, expected that choice of the aperture value would not change the *F*_{f} ratio and thus would not alter the matrix diffusion effect, provided the transport is dominated by the matrix diffusion. In the Zhou study, however, the *F*_{f} in a fracture-matrix system is represented by *t*_{w}/*b* where *b* is embedded in the *A* parameter, which makes the *F*_{f} ratio vulnerable to the aperture estimation error and to the calibrated *t*_{w} with its inherent estimation biases, as previously mentioned. These concerns are addressed in the CNM, where the *F*_{f} ratio is considered as an independent parameter in individual channels that can be estimated from the specific flow-wetted-surface area of the fractured site and flow distribution in the channel network.

### The CNM and how the retarding mechanisms are treated

In the CNM, when the channel transmissivity distribution is known, the flow distribution is obtained by solving the flow equations with given boundary conditions. The volume of the channels can also be determined by the cubic law or modification thereof. Solute can therefore migrate along different transport paths between injection and collection points in the rock volume where velocity can vary between and within the constituent channels. Thus, the solute retarding mechanisms, including the diffusion process into the rock matrix, are controlled by the local values of transport parameters in every channel, and the solute particles that traverse different pathways will experience varying degrees of retardation. The net effect can ultimately be captured by collecting and mixing the streams coming out of the different transport paths to the observation location. In this way, it is likely to capture the joint effect of the retarding mechanisms and velocity dispersion on the solute transport behavior.

Furthermore, the CNM can account for the effect of STWZs situated adjacent to the flow channels. Once considered, the STWZs can provide additional surface for matrix diffusion in individual channels and thereby enhance the matrix-channel interaction. Additionally, in the CNM, every channel can provide a new surface area to the STWZ, which can considerably increase the surface area over which solute can diffuse into the rock matrix and, therefore, increase the matrix diffusion impact. It is worth emphasizing that the impact of the STWZ and its adjacent rock matrix is shown to increase with transport distance, and their joint retarding effect can largely influence solute distribution within the rock volume, given the solute travel time is sufficiently large (Shahkarami et al. 2015, 2016). Furthermore, in narrow channels the matrix diffusion would increasingly become radial as the penetration length becomes larger than the channel width, which will also enhance the matrix diffusion rate. The CNM also allows to introduce heterogeneities in the rock matrix (Mahmoudzadeh et al. 2013) as well as to incorporate objects including stochastic and deterministic fractures, fracture zones, tunnels, etc. that exist in the fractured rocks. The latter is done in a simplified manner in CHAN3D by locating the channels enclosed by the objects and modifying their flow and transport properties, i.e., conductance and FWSA, respectively (Liu et al. 2010).

In light of the preceding discussion, it is believed that the CNM can provide a simple, yet powerful, platform to capture the impacts of spatial heterogeneities in fractured media including (1) heterogeneities of the flow distribution and transport parameters (2) heterogeneities in the rock matrix, i.e., multi-layer diffusive mass transfer, and (3) heterogeneities in the fracture planes, i.e., diffusion into the STWZs. When it comes to the matrix-diffusion effect, these heterogeneities contribute to varying degree of interactions between the channels and the matrix.

### The STT-1 test: simulation of a sorbing nuclide

In what follows, to support the concern regarding the credibility of the calibration results and also to highlight the differences between the continuum model and the CNM, the STT-1 test is simulated (see section ‘Use of the Taylor dispersion and continuum model in the STT-1 test’). However, this time the model is conducted with the sorbing tracer Caesium-137, ^{137}Cs, with effective diffusion coefficient De_{Cs} = 4.25 × 10^{−14} m^{2}/s and sorption coefficient *K*_{d} = 0.29 m^{3}/kg. No diffusion into the STWZs is assumed here because its retarding effect is shown to be negligible over the short time-scale of the test (Shahkarami et al. 2016).

Initially, the same procedure as described in the Zhou study is followed, where the continuum model is employed to find the calibrated *t*_{w}, Pe and the scale factor, SF, defined as the ratio of the would-be field-scale matrix diffusion coefficient, De*, to the effective diffusion coefficient De.

To find the De*, it is also necessary to know the average aperture size (2*b*) of the single fracture-matrix system, as envisaged in the continuum model, Eq. (18). In section ‘Use of the Taylor dispersion and continuum model in the STT-1 test’, the average aperture of the ensemble of the channels is estimated to be 2*b*_{avg} = 0.05 mm. This value is used in the following analysis. However, it should be noted that if the test conditions and rock volume are not well characterized, several uncertainties may arise when one tries to estimate the aperture size, either from the hydraulic data or from the nonsorbing tracer test results, which may make the estimated De* value vulnerable to the aperture estimation error.

^{137}Cs are shown in Fig. 10. The continuum model predicted results are obtained for four different sets of the calibrated parameters

*t*

_{w}, Pe, and SF, as shown in the legend of the figure. The calibration is made to find the best fit to the late-time behavior of the experimental BTC, i.e., the tailing. It can be seen that the SF can take different values, ranging from 1.3 to 5.6, corresponding to different values of

*t*

_{w}, which indicates that when the continuum model is employed, a larger value for the matrix diffusion coefficient is, in general, required to explain the observed tailing in the BTC. However, in the meantime, it introduces a potential for bias in selecting the model parameters since all the four sets of parameters can be used to produce the model-predicted BTC.

Furthermore, in all the parameter sets, the calibrated Peclet numbers exhibit smaller values, Pe = 1, compared to the Pe = 5 found from the preceding test with the nonsorbing tracers in section ‘Use of the Taylor dispersion and continuum model in the STT-1 test’. Despite the error involved in applying the ADE to find the Pe = 5, it is yet supposed to be a better measure for the dispersion solely caused by the velocity variation in the system. The inconsistency between the calibrated Pe = 1 and Pe = 5 together with the unknown physical explanation behind this inconsistency make the calibrated parameters *t*_{w}, Pe, and SF questionable. Not to mention that these values are valid only under the test conditions and should not be used to, e.g., extend the model results to other distances or flow rates (Liu et al. 2017).

*F*

_{f}values that the tracer particles experience in their pathways is shown.

*σ*= 0; thus, the effect of velocity dispersion is neglected in the network. In Fig. 13, the simulated BTC obtained under this condition is plotted and compared to the mean of the resulted BTCs with

*σ*= 0.97.

It is evident from the plots that there is a significant difference between the two conditions. The BTC with *σ* = 0 now exhibits a tailing slope which is consistent with −3/2, expected solely due to the matrix diffusion effect. Furthermore, the effect of retarding mechanisms is largely underestimated owing to neglecting the impact of velocity distribution in the network. This finding, again, highlights the importance of the detailed flow-field information for the proper description of tracer transport behavior in fractured rocks.

It is important to note that, although mathematically feasible, the authors have no intention to calibrate the CNM parameters to find the best fit of the experimental BTCs. The authors, on the other hand, would like to draw the attention to the relevance of the CNM to address the actual behavior of solute transport in fractured rocks. The CNM provides a convenient framework to introduce the heterogeneities that exist in a fractured system and allows for the prediction of the close-to-the-real behavior of solute transport in fractured rocks, given the laboratory-measured transport properties.

The inconsistency between the simulated and experimental BTCs may partly be attributed to the uncertainties inherent in obtaining the hydraulic data, sorption coefficient, and the effective diffusion coefficient in the laboratory. Another possible explanation might be the assumption that the complete mixing theory is valid within the channel intersections. If not, particles may be distributed in a different manner than when mixing is complete and form different pathways with fewer or greater numbers of channels. The overall retarding effect of the system may, therefore, change.

## Discussion and conclusions

This study is intended to improve understanding of solute transport in fractured rocks. The various physical mechanisms underlying the transport of solute are discussed and, in light of the evidence reviewed in this paper, it is suggested that it is feasible and more physically meaningful to describe flow and transport in fractured rocks as taking place in a 3D network of stochastic channels.

In this paper, this concern is raised again that the use of the continuum model often gives rise to uncertainty and confusion in interpretation of field-scale tracer experiments—mostly because it is required to introduce effective entities, i.e., macro dispersion coefficient and field-scale matrix diffusion coefficient, to capture the effect of spatial heterogeneities. These entities are thus believed to be vulnerable to the heterogeneities in the system and should not be used to, e.g., extend the model results to other distances, flow rates or directions. It is also shown that estimation of these entities is subject to sometimes large theoretical and physical uncertainties and errors.

To address the question of when it is physically appropriate to utilize the concept of macro dispersion, a simple theory is presented in this paper to find the time threshold beyond which the continuum model is applicable, and when the ADE is valid in a tapered channel. The subsequent analysis, aimed to find the proper way to visualize the solute transport, is made under natural- and forced-gradient flow conditions. The results reveal that, while under the natural-gradient condition, the ADE might be valid in individual channels; spreading of the tracer pulse under the forced-gradient condition, as in tracer test experiments, is mostly dominated by advective mechanisms and velocity dispersion. Therefore, the use of the ADE and the macro dispersion coefficient can be misleading when applied to interpret the experimental BTCs. Furthermore, the results suggest that it is feasible to visualize flow and transport as taking place in many different pathways that seldom mix with other pathways.

The paper goes on to criticize the idea behind introducing the field-scale matrix diffusion coefficient in fractured rocks. Aside from the point that the validity of the continuum model is often questionable under tracer test conditions, the concerns in this part are mainly directed toward the uncertainties and potential bias involved in finding the model calibrated parameters, and hence the field-scale matrix diffusion coefficient. These concerns are highlighted through the predictive modeling of a sorbing tracer in the well-defined STT-1 tracer test.

In light of the results of the analysis performed in this paper, the authors believe that the overwhelming efforts directed toward defining the effective entities to address the transport problem in fractured rock are misplaced for the detailed understanding of hydraulic behavior and solute transport mechanisms. If available, this information can provide a reliable basis upon which one can build a realistic framework to explain the solute transport behavior in fractured rocks, as incorporated in the channel network concept, CN-concept.

It is shown that the CN-concept, and its computer implementation, i.e. channel network model, CNM, can accommodate many important physical mechanisms underlying the natural behavior of solute transport in fractured rocks, when their impacts otherwise would be interpreted as effective lumped entities. Other strong features of the CN-concept are also discussed in this paper; when applicable, their impacts can largely influence the solute transport behavior in fractured rocks.

Nevertheless, it should be stressed that the analyses made in this study are limited to a fixed distance between the injection and observation points. Unfortunately, the authors could not find experimental data on a well-characterized tracer test in fractured crystalline rocks that was performed at different distances from the injection point. At longer distances in fractured rocks when (1) very long pathways exist in the system and (2) long gaps exist between the pathways, it is required to take into account the correlation between the channel length and channel conductance. Thus, longer channels may result in higher conductance, which is expected to be the case in rocks with a wide distribution of fracture sizes in which the transmissivities of the channels are expected to be larger in larger fractures. This situation can be addressed in the CNM by introducing fracture zones or deterministic fractures; however, introducing the correlation length can help to better visualize the solute transport via the CNM. Otherwise, if the fracture zone data are not available, assigning channel conductance randomly may result in a channel network where slow-flow channels block fast-flow channels and suppress the system connectivity. Future research should therefore focus on introducing the conductance-length correlation in the CNM.

It may be noted that no reliable model is currently available to describe the BTC in a tapered channel for the transition region, i.e., 0.02 < *T* < 0.6. Furthermore, when *T* < 0.02, no mixing takes place between the streamlines, and the parabolic velocity distribution in the channel gives a very wide, if not infinite, residence time distribution in the channel. In the stochastic simulations made in this paper, however, the flow is assumed to be uniform, under the aforementioned two conditions.

It may also be noted that in the tapered channel, it is assumed that no simultaneous matrix diffusion from the streamlines takes place with diffusion between them. Instead, the matrix diffusion is modeled as if it takes place to/from the already mixed streamlines. This is an approximation.

## Notes

### Acknowledgements

The authors gratefully acknowledge the encouragement and financial support of the Swedish Nuclear Fuel and Waste Management Company (SKB).

## Supplementary material

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