1. Introduction

It is well known that temperate ice can slide over underlying bedrock by means of a thin lubricating water film which is maintained there by pressure melting up-stream of protruding obstacles. Despite this, the effective shear stress at the bed is non-zero (considered on the large scale of the bulk ice flow) because there is a mean drag on the bed due to variations in pressure as the ice flows over the smaller-scale (rough) obstacles.

It is fairly clear that “the” basal velocity will be a function of “the” basal stress, and it is a prescription of this function (usually called the sliding law) that is to serve as a kinematic boundary condition for this rather novel fluid-mechanical situation in which both velocity and stress are non-zero at a fixed boundary.

Although it is intuitively quite clear what we mean by “the” basal velocity and “the” basal stress, it is necessary when seeking to obtain the correct functional form of the sliding law to be mathematically precise in our definition of these terms. We accomplish this in Section 2 by considering the global ice flow over the rough bedrock using the method of matched asymptotic expansions in powers of a small parameter, σ, which is a measure of the asperity of the bedrock. Essentially, this means that we consider the flow to consist of two parts as in ordinary boundary-layer theoryReference Batchelor(Batchelor, 1967), an “inner” part which describes the small-scale detail of the basal flow, and an “outer” part which describes the bulk flow of the ice over a smoothed bedrock, which varies on a much larger scale than the actual bedrock; this situation is depicted in Figure 1. This formalism is essentially akin to ideas implicitly used by previous authors. However, neglect of an explicit consideration of the (crucial) parameter σ can lead to errors in problem formulation. For example, while Reference NyeNye’s (1969) analysis of Newtonian flow is correct, this is only true if his roughness slope parameter ε (to be called ν in this paper) is small (as he indeed assumes): his problem is not correctly formulated if ε ≈ I. On the other hand, Reference LliboutryLliboutry (1976) makes the inaccurate statement that ice flow over a white (“dimensionless”) bedrock depends only on four physical parameters: he neglects the glacier depth, which enters (as the parameter σ) via the process of matching the inner flow to the outer flow.

Fig. 1.

Diagram of inner and outer flows over a rough bedrock.

Thus it is the intention here to formulate the problem of determining the sliding law in a rational and consistent manner, and without making any implicit a priori assumptions about the magnitude of the basal velocity, roughness slope, etc.

2. Formulation, assumptions, and model

We assume to begin with that the ice flows two-dimensionally. The geometry of the ice flow may be essentially described by means of four different length scales. These are l the length of the glacier, d a typical depth, [x], which is taken to be the length scale (or wavelength) of the bedrock roughness, and [y], which (in some sense) is the amplitude of the variations in bedrock roughness about a “smoothed” bedrock. We take typical values of these lengths as

Between them they define three independent dimensionless parameters,

of which the latter two are important to the sliding process, and which between them describe the degree of corrugation of the bedrock.

We now assume (as is certainly reasonable) that the actual bedrock profile may be written as the sum of a smooth and a rough component in the form

where for two-dimensional flow we take cartesian axes (x, y) with the x-axis in the direction of the mean bedrock slope Reference Fowler and Larson(Fowler and Larson, 1978). A decomposition such as Equation (3) could be carried out by the process of averaging described by Reference NyeNye (1970) over a smoothing distance X_av such that [x] ⪡X_av ⪡ l. Although we have specifically taken d and l as the depth and length of the glacier, we only really require that [x] ⪡ d, l for the following formalism to be valid; conversely it is clear that a decomposition like Equation (3) must always be possible if the sliding law is to have any meaning as a boundary condition for the outer flow.

Now, as described by Reference Fowler and LarsonFowler and Larson (1978), we expect the bulk flow (away from the bedrock) to be characterized by the length and depth scales l and d, respectively, and that this flow should be (as shown in Fig. 1) “effectively” bounded by the smoothed bedrock hs. Conversely, the appropriate length scale for the inner flow problem is [x], and on this scale we can effectively ignore the variation in h _s and the flow is bounded by h _R, rough bedrock. Putting this more precisely, we seek a dimensionless solution of the governing equations (for example for the velocity in the x-direction) in the form

with similar expansions for the other unknowns. Here both u _i(inner) and u ₀(outer) are made dimensionless with the same velocity scale U (typically 100 m a^-1), and the inner coordinates x_i, y_i are scaled with [x], whereas x₀ is scaled withl, and y ₀ is scaled with d.

Let us suppose both solutions are known (except for an arbitrary constant, which is to be determined by matching the two solutions together for consistency). The matching procedure, to first order, is then as follows (see, for example, Reference Van DykeVan Dyke, 1975): the matching region is to be a long way from the rough bedrock (in terms of yi), but very close to the smooth bedrock (in terms of y₀ ). In other words we examine the concurrent limits y₀ →h_s, y_i → ∞. Expanding the outer solution about the smooth boundary hs, we have

which in terms of the inner variable y_i , is

In order that the inner solution match to this solution (to first order) we therefore require that

and this relation is formally true provided u ₀ ⁽⁰⁾ = u _b, the dimensionless basal velocity of the outer flow, is such that ,u _b ⪢ 0(σ); otherwise the shearing term in Equation (6) is just as important as u _b. We may suppose this to be true, since cases in which u_b≈ σ ≈ 10^-2 are of little interest dynamically.

In exactly similar fashion, we find that the dimensionless inner shear stress т_2i must satisfy

as y_i → ∞, where t_b, is the basal stress of the outer flow made dimensionless with a typical stress there (e.g. 1 bar), and the factor ν is present because the stresses must be higher by an amount i/ν in the inner flow in order to balance the applied stress т_b , Reference Fowler(Fowler, unpublished). This factor is introduced here so that we may later consider the limit v → o: however it should be emphasized that this parametric limit is not essential to the analysis, and is used later when convenient for illustrative purposes.

These two conditions together define in a meaningful sense what the basal stress and velocity are, and show how the sliding law is determined, since, when we further prescribe the condition

there is an extra kinematic condition at infinity which determines a functional relation of the form

for the inner flow problem to be solvable.

We have treated this question of formulation at some length, since it has to a certain extent been skated over in the past. We will not dwell so long on the actual model to be considered, since the appropriate equations are well known, and have been analysed elsewhere Reference Fowler(Fowler, unpublished).

The main physical assumption we make is that the constitutive relation between the strain-rate tensor e_ij and the deviatoric stress tensor т_ij be describable by a power law of Glen’s type, that is

in which n ≈3 Reference Lliboutry(Lliboutry, 1976), but also more importantly A is assumed to be independent of the moisture content of the ice. This drastic and unrealistic assumption is likely to be of some importance, particularly in view of the observed and theoretical mechanisms of water flow which are thought to operate within basal ice (e.g. Reference CarolCarol, 1947; Reference RobinRobin, 1976).

The sliding problem is fully described by a description of three regions, those of ice, water film, and rock: these are interlinked via the boundary conditions on the interfaces. A rather long-winded dimensional analysis (in preparation for publication by the present author) may be carried out, and shows that the problem may be simplified to a great extent by the neglect of various small dimensionless parameters which occur. Previously established results are reconstructed, for example that the lubrication film thickness is c. 10⁻⁶ m.

On simplification, it is found that the description of the thin water layer is akin to that of a “squeeze film” in lubrication theory, and eventually it reduces to a prescription for the (dimensionless, scaled) width of the film, Σ(x), in terms of the (dimensionless, scaled) rate of melting of ice, V_M(x) and the pressure variation, p(x): the result Reference Fowler(Fowler, unpublished) is

where x₀ is chosen so that Σ(x₀) = 0 (or p’(x₀) = 0). With the assumption that Σ as defined by Equation (12) remains finite, it remains to solve the ice-flow and rock-temperature problems: as noted by others Reference Nye(e.g. Nye, 1969), these are coupled by the dependence of the regelative velocity V_M (normal to the ice–rock interface) on the normal temperature gradients in rock and ice, and (except when the flow is Newtonian) the solution is therefore extremely difficult. The (unknown) regelative velocity occurs in the boundary condition at the ice–rock interface as a prescribed normal velocity there, specifically

where all the variables are scaled to be O( I), and ∝ is a dimensionless parameter of the problem, related to the regelative coefficient T Reference Lliboutry(Lliboutry, 1976) and also to the regelative length scale λ_* of Reference MorlandMorland (1976[a]). In the present context, we find that typically (with [y] ≈ 1 m), α ⪡ 0(10^-3) and is therefore negligible from the point of view of the ice flow. In this case we can replace Equation (13) by

that is, the normal velocity is zero, and the ice flow uncouples from the temperature problem in the rock.

There are two notes of caution that need to be drawn. If we examine the equation for α Reference Fowler(Fowler, unpublished) we can alternatively write

that is to say, regelation becomes an important (non-negligible) process only over roughness wavelengths λ_* < c. 1 mm. This is in contrast with Reference MorlandMorland’s (1976[a]) value of λ_* ≈ 77 mm, and is due to the non-linearity of the flow law (and a numerical factor). Thus the effect of non-linearity in the flow law is to reduce the controlling wavelength λ_*. Even allowing a numerical factor of ten, it still seems safe to say that regelation is only important at roughness wavelengths of less than 1 cm. However, if such small-scale roughness is present, then αV _M could become important because of V _M becoming large. In such a case (which includes the case of a “white” bedrock) there is little further that can be done analytically, at least for non-Newtonian flow. However, according to Reference KambKamb (1970), roughness is typically absent at wavelengths of less than 50 cm: on this basis, we simply put α = 0 and neglect the regelative velocity entirely.

The second point to note is that Reference KambKamb (1970) observed “massive” amounts of regelation taking place on the sole of the Blue Glacier: it is not clear whether such observations contradict the present theory, but in any case one must remember that the neglect of hydrological effects may be of profound significance in this respect.

3. Complementary variational principles for the ice flow

Let us now suppose that the rough bedrock h_R is periodic in x. If we denote x and y components by suffices 1 and 2, let v = (v₁ , v₂ ) be the velocity and σ_ij be the stress tensor, then we can write the equations of slow, steady ice motion in the following form, where commas denote differentiation with respect to the indicated coordinate, and the summation convention is employed.

The rate-of-deformation tensor e_ij is defined by

In these equations, fi are the components of the gravitational force in x and y directions, ƿ is the pressure, δ_ij is the Kronecker delta, and т_ij is the stress deviator. We assume that there exist functions Г(e_ij) and Ѓ(т_ij) which are such that the flow law (Equation (11)) may be written in either of the forms

(Power-law fluids do in fact satisfy this requirement.)

To be precise, we specify the velocity u_b , at infinity, so that the boundary conditions are (to leading order in σ)

and we also specify that all the variables are periodic with the same period as h. In Equations (23) and (24) (which are simply the conditions of no flow through the bedrock, and no tangential stress there), n is the unit normal vector away from the ice, and t is the unit tangent vector. We have for convenience dropped the suffix R from h _R.

From the solution it is required to determine the basal stress т _b, given by

We recall that u_b , in Equation (22) and т_b in Equation (23) are the basal velocity and basal stress of the outer flow.

Note that formally, y → ∞ in Equation (22) is intended to mean a matching region, in other words a region where O(1) ⪡ y ⪡ 0(1/σ).

We now consider variations of the functional

about the solution to the problem. Functionals of this type were first comprehensively studied by Reference JohnsonJohnson (1960 Reference Johnson1961). The volume V is bounded by the bedrock S _b and a straight line y = constant within the matching region, S_∞, and also the lines x = 0 and x = M, M being the period of the bedrock. Admissibility conditions for the variations are simply that they be periodic and sufficiently differentiable for the appropriate application of Green’s theorem to be valid.

In this case it is easy to show that the first variation δJ = 0 at the solution, so the functional is stationary there. We obtain “complementary” velocity and stress principles by restricting ourselves to variations which also satisfy the “velocity” conditions in Equations (16), (19), (20), (22), and (23), or the “stress” conditions in Equations (17), (18), (21), and (24): for the stress principle we replace [Г—e_ijт_ij] in Equation (26) by —Ѓ (the two expressions are identically equal at a solution). With these restrictions, we find that at a solution J is minimized by the velocity principle, and maximized by the stress principle; since J is easily found at the solution to be (to leading order in σ) simply a multiple of the drag т_b, it follows that we may obtain upper and lower bounds for the drag from these principles. After some simplification, the bounds can be written in the form

where

The volume V may be extended to y = ∞, that is

and the trial functions and Φ^* and ψ^* required to satisfy

and

Now, because the inequalities (27) and (28) are equalities at the solution, it follows that the precise sliding law for any given bedrock must be of the form

where

Because of the nature of the asymptotic approach, R is independent of σ; furthermore therather elaborate choice of scaling ensures that R = O(1) (and remains so as v → 0); in other words, we have extracted the important functional dependence of the sliding law on σ and v, From Equations (29) and (37), we can see that the sliding law may be written as

and R = 0(1) as σ, v → 0. Of course the power-law form of Equation (39) has been deduced by other authors (e.g. Reference WeertmanWeertman, 1957) in the case where regelation is neglected. What is important here is the explicit form of how the relative magnitude of the basal velocity is dependent on the parameters σ and v: since R is a measure of the scaled roughness, and is dependent on the form of h, it is convenient to refer to these other parameters as the asperity (σ), and the corrugation (v), which gives some description of what they mean. We see that the size of u _b (as a proportion of the typical flow velocity) is determined by the value of σ/vⁿ⁺¹, and is therefore strongly dependent on the corrugation v (since n+1 ≈ 4). Now we require ub ⪢ 0 (σ) for the above analysis to be valid, and hence also v ⁿ⁺¹⪡ 1, whence formally v ⪡ 1. This justifies from a mathematical point of view the use (by Reference NyeNye, 1969 and others) of a weakly corrugated bedrock v ⪡ 1, even though v may be not very small. For example, with σ ≈ 10^-2, σ/vⁿ⁺¹ ≈ 1 if v ≈ (sliding is comparable to shearing), whereas if v ≈ 1, σ/vⁿ⁺¹ ≈ σ, and sliding is negligible (even though the preceding analysis is invalid.)

On the other hand, if v ≈ ⅕, then σ/v ⁿ⁺¹ ≈ 6, which simply indicates that sliding is the dominant mechanism of motion. In short, any observed (steady-state, non-surging) sliding velocity may be explained on the basis of Equation (39), simply by adjusting the corrugation accordingly.

We have not yet mentioned specific estimates for the roughness R, which clearly are of some importance if the order of magnitude arguments presented here are to be correct. Bounds on R are liable to be rather wild (though certainly of numerical order one) unless certain assumptions are made on the bedrock topography. For example, if we consider the sinusoidal bedrock y ═ v cos x, then it is found Reference Fowler(Fowler, unpublished) that as v → 0

To conclude this section, we mention some further effects which could rationally be included in the preceding analysis. Since the water-film thickness is governed by Equation (12), it is by no means obvious that Σ > 0 for all x; in other words, the film may well vanish down-stream of bedrock protuberances, and in this case there must exist the cold patches predicted by Reference RobinRobin (1976). On the short term, these patches may be frozen to the rock—or at least they must offer a frictional resistance to the ice motion. In the first case, the motion must be of stick–slip (stictional) type, since the sticking will be periodically released by a jerking forward of the ice; in either case, an appropriate modification to the ice-flow model would be to apply an averaged non-zero stress т_S at the bedrock. The effect may be shown to be additive, and one obtains (to (0(v)),

The magnitude of such a т _s is of course a question of some debate. Finally we note that Equation (41) may also model an applied traction due to frictional rubbing against the bedrock Reference Morland(Morland, 1976[b]), and could even be used to model the effect of regelation over length scales λ_* ⪡ [x], if this were known with any certainty.

4. Temperature dependence of the sliding law

In previous work, it has always been taken for granted that the sliding law of Equation (10) is valid only for temperate ice, and that cold ice is frozen to the bedrock, so that the no-slip condition u = 0 is valid there. Now, although this is undoubtedly true for most sub-freezing temperatures, it is reasonably obvious from a physical point of view that this state of affairs cannot be precisely accurate for temperatures which are below, but very close to, the melting point. At such temperatures we expect regelation to be partially effective in maintaining a lubrication film at the bedrock, so that a certain degree of basal sliding can take place, but less than the full temperate value.

The cold patches described by Reference RobinRobin (1976) necessarily exist when such “sub-temperate” sliding takes place, and it follows that the motion must be of stick–slip type (as described earlier): in view of the important fact Reference Fowler(Fowler, 1979) that such sub-temperate basal regions may well occur under a large part of the glacier, it is not really surprising that stick–slip motion of this type has been observed. In such conditions, one would not expect any correlation between the (average) basal velocity and the basal stress (and hence depth)—cf. Reference HodgeHodge (1974).

Let us finally note that detection of such sub-temperate regions is likely to remain semitheoretical: for example, if v ≈ ¼, and the basal stress is c. 1 bar, then we expect typical variations of pressure within the basal ice flow of 4 bar. Even allowing for larger fluctuations, it is reasonable to suppose that the variation of melting temperature at the bedrock due to the variation in pressure is < 10 bar x 0.007 4 deg/bar ≈ 0.1 deg: thus we would not expect sub-temperate basal regions to be more than a tenth of degree below the pressure-melting point. The experimental detection of such temperature differences at the glacier bedrock is likely to cause considerable difficulty. Although experimental confirmation may be slow in forthcoming, one should not underestimate the apparently minor significance of choosing a continuous temperature-dependent sliding law, rather than the more usually accepted discontinuous one, since as described by Reference FowlerFowler (1979), this alteration has a major effect on the dynamic state of a glacier.

5. Cavitation: mechanisms and effect

We lastly consider the effects of cavitation on the sliding law. The existence of cavities has been confirmed experimentally, and they have been studied by Reference LliboutryLliboutry (1968), who first grasped their importance to the sliding law. Most authors assume cavities form by means of the pressure in the water film becoming equal to the triple-point pressure where ice, water, and water vapour can co-exist. At such points the ice separates from the bedrock, since the pressure is then not sufficiently great to keep it in contact with the rock. This mechanism is directly analogous to ordinary cavitation in fluid flow Reference Batchelor(Batchelor, 1967). On examination of the lubrication equation (12) describing the dimensionless thickness ∑(x) of the film, we can see that an alternative mechanism of cavity formation appears to be available, and is that . There seems to be no obvious reason why this condition should not generally hold, and in this case one would expect both cold patches and cavities to occur naturally at the bedrock. Such cavities would seem to be the natural equivalent of the vortices formed in boundary-layer separation Reference Batchelor(Batchelor, 1967) when the skin friction (analogous to the pressure gradient here) becomes zero. A theoretical consideration of this mechanism has not been attempted, but would be of some interest in view of the rather stringent condition on the bedrock corrugation ν for cavitation to occur by the more usual mechanism Reference Morland(Morland, 1976[a]).

The proper mathematical treatment of cavities formed in the usual way is obtained by applying on the unknown cavity roof the extra boundary condition that the water pressure there is a given constant (the triple-point pressure). (For cavitation by ṕ = 0, it is not entirely obvious what the appropriate formulation should be.) This makes the ice-flow problem more difficult, as it becomes a (partially) free-boundary problem, and in the general case no techniques are yet available to cope with it.

If, however, we make the (drastic) assumptions that the flow is Newtonian (n = 1), and the corrugation is asymptotically small (v ⪡ 1), then the explicit form of the sliding law with cavitation is available to first order. The equation of slow Newtonian two-dimensional motion for the stream function ψ is the biharmonic equation

and the appropriate boundary conditions for the flow over a rough periodic bedrock y = vh_R in the asymptotic limit v → 0 may be written

where we have for convenience subtracted off the uniform stream at infinity. The solution of Equation (43) is given by

where f and g are analytic functions of the complex variable z = x+iy, and z* is the complex conjugate of z. The determination of the functions f and g is carried out by analysing the boundary conditions. When cavitation is present and v ⪡ 1, we find that to leading order in v this analysis is formulated as a mixed Hilbert problem (ordinary problems of this type are described for example by Reference Carrier, Carrier, Krook and PearsonCarrier and others (1966): the novelty in the present case consists of the mixture of two different kinds of Hilbert problem because of the partially free boundary). Its solution is given elsewhere Reference Fowler(Fowler, unpublished), and the resulting sliding law is shown below for the particular choice of a sinusoidal bed y = v cos x. We see that the scaled (as in Equation (29)) dimensionless basal velocity is equal to the basal stress т_b up to a certain critical stress т_C , at which point cavitation sets in, and the sliding velocity increases without limit at the same basal stress.

Fig. 2.

Cavitational sliding law

This striking behaviour is similar to that discussed by Reference LliboutryLliboutry (1968), who proposed that the sliding law F(т_b ) might well become multivalued when cavitation was introduced. Although the present result is not conclusive, it also indicates that such multivaluedness may well occur, especially in view of the unknown effects of including higher-order terms in ν and of considering the non-linearity of the flow law. If this is found to be true, it will be expected to have a major effect on the dynamics of glacier flow, since Reference NyeNye’s (1960) kinematic wave equation will then have a multivalued flux term (cf. Reference FowlerFowler, 1979).